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HomeMy WebLinkAboutApproved Storm Master Plan 10-05-12WILLIAMSCREEK CONSULTING The Legacy City of Carmel, Indiana Prepared For: Falcon Nest II, LLC Prepared May 2012 _Revised dune 2012 AN Revised August 2012� 4e Aber, 2012 ;; �{�sn�ucC .4 V L 1../G'^T�V.R LAWS ARED 51,kLL NI CITV cW 04+ c. DEPAWLENT CIF ammmt- a I N-0 T m 4 y e-c-'4�e- Williams Creek Consulting, Inc. Corporate Office 919 North East Street Indianapolis, Indiana 46202 Satellite Offices: Columbus, Ohio St. Louis, Missouri 1-877-668-8848 info@williamscreek.net as Tableof Contents.................................................................................................1 1.0 INTRODUCTION 3.0 STORMWATER 4.0 PEAK RATE CONTROL • 5.0 WATER QUALITY SUMMARY i APPENDICES Appendix A — Stormwater Checklist Appendix B — Water Quality _& Hydraulic Support Calculations Appendix C — Operation and Maintenance Plan — Wet Pond Appendix D — Operation and Maintenance Plan — Vegetated Swale Appendix E — Operation and Maintenance Plan — Construction Wetland Appendix F — Operation and Maintenance Plan — Dry Detention Appendix G — Operation and Maintenance Plan — Filter Strips Appendix H — Invasive Species Photos FIGURES Figure 1— Site Location Map Figure 2 — Existing Land Use Aerial Photography Figure 3 — FEMA FIRM Map Figure 4 — Project Benchmark information Figure 5 — Pre -Developed Watershed Map Figure 6 — Post -Developed Watershed Map Figure 7 — BMP Location Map Figure 8 — BMP DD1 Figure 9 — BMP DD2 Figure 10 — BMP DD6 & DD11 Figure 11 — BMP DD7 Figure 12 — BMP DD8 Figure 13 — BMP DD7 & DD8 Seeding Details Figure 14 — BMP CW1 Figure 15 — BMP VS1 & VS2 Figure 16 — BMP VS3 & VS4 Figure 17 — BMP VS6 & DD10 Legacy - Stormwater Management Master Plan City of Carmel, Hamilton County, Indiana 1.0 Introduction September 2012 This Stormwater Master Plan (SWMP) has been prepared based on guidelines published in the CITY OF CARMEL STORMWATER TECHNICAL STANDARDS MANUAL and variances approved previously by the Hamilton County Drainage Board. 1.1 Stormwater Management Guidelines Legacy is divided into two watersheds — west and east. The west basin drains to an existing network of stormwater wet ponds within the Haverstick residential development. The east basin drains via the Tunis Gerard Legal Drain under River Road, but both outlets ultimately discharge to the West Fork White River. Stormwater runoff in the west basin will be managed per City of Carmel ordinances for both quantity and quality control. Stormwater in the east basin will be managed for quality per City of Carmel ordinances, and managed for quantity per conditions in an approved variance requiring volumetric floodplain compensation equal to 1.6 times the increase runoff volume from the pre- to the post -developed condition using the 100 yr, 24 hr storm event. Construction phase erosion control plans are not part of the SWMP. Construction phase erosion control plans will be developed and submitted as part of construction documents submitted specific to each parcel developed within the Legacy PUD. 2.0 Best Management Practices (BMP) Liners Legacy lies within a designated wellhead protection area (WHPA). To meet existing water quality regulations and to help address WHPA concerns expressed by local agencies, stormwater basins at Legacy will contain liners designed to manage potential contaminants that may be present within stormwater during infiltratation into the groundwater table. A cooperative effort involving the City of Carmel, Carmel Utilities, Williams Creek Consulting, Jones & Henry Engineers, and Earth Source Inc. was undergone to develop an acceptable liner solution for the stormwater BMP's that are to be used throughout the Legacy project. This effort resulted in the following three acceptable liner options listed below. At a minimum all storm water detention areas will be lined with a hybrid liner material with the following minimum specifications: 6-in. of thickness, 1x10-6 cm/sec permeability rate, 5%-14% organic content. In areas where this minimum liner material is used only shallow root no -mow plant materials may be used for vegetative cover. Many proposed Water quality BMP's in the system consist of vegetative swale BMP's running in the bottom of dry detention basins, In these BMP's the following requirements shall apply. a. The side slopes shall have 12-inches of the hybrid liner (as defined above) and be seeded with a shallow root structure plant typical of no -mow turf type grasses, including tall fescues. b. The bottom of the Water Quality BMP's will be designed with treatment as the primary function. In order to provide treatment as the primary function, 8-inches of liner with a permeability of 1 x10-6 cm/sec be installed with a minimum of 6-inches deep by 2-ft. wide of pea gravel overlying the liner, a porous separation fabric (e.g. Enkamat or C-350), and 4- Williams Creek Consulting, Inc. Legacy - Stormwater Management Master Plan City of Carmel, Hamilton County, Indiana September 2012 inches of top soil/hybrid liner overlying the pea gravel. These areas shall be planted with native plant species, including Iris, Sweet Flag, Spike Rush, Bur -Reed, Lake Bank Sedge and River Bull Rush, Other types of plant species will be acceptable upon approval. In areas of wider BMPs (bioretention areas), the pea gravel layer with porous separation fabric can be installed in rows 6-in. deep by 2-ft. wide with 4-ft. separation between rows (6-ft. centerline to centerline). In areas CW1, IDD9. DD10, VS6 and other areas upon approval, the storm water quality treatment and/or detention areas shall either meet the hybrid liner and treatment liner requirements indicated in items 1 & 2 above or be lined with a minimum 24-in. of material with a permeability of 1.7x10-3 cm/sec; 5%-14% organic content and may be planted with shallow root no -mow plant materials including tall fescues and/or deep rooted native plants. All stormwater retention ponds that have been designed to hold water (wet ponds) shall be lined as per City Ordinance with clay compacted into a minimum of two 6-inch layers. Clay must have a permeability of JXJ 0-7 cm/sec or less. Bentonite or similar material having an equivalent permeability may be used. Testing Requirements All liner materials, whether installed or in -situ, must be tested for conformance with the approved liner design criteria prior to acceptance by the City of Carmel. 3.0 . Stormwater Checklist The SWIVIP is intended to allow future development to tie-in stormwater collection systems without supplemental stormwater BMPs assuming that land development remains within limits and constraints set forth in the SWIVIP. Figure 7 shows subwatershed breaks, maximum allowable impervious surface, minimum allowable times of concentration, and basin routing for all areas within the Legacy development. The Legacy Stormwater Checklist (Appendix A) must be completed and submitted with future development plans in order to make use of the stormwater systems within the SWMP. The City of Carmel may require additional BMPs in instances where land use poses special pollutant concerns such as gas stations or other commercial activity where materials are used that may pose significant risks to runoff of pollutants. 3.1 Fill in the Floodplain and Compensatory Compensation Future developments discharging to the East Basin stormwater system must comply with compensatory floodplain compensation for both fill placed in the floodplain and increases in stormwater runoff volume associated with development. Placement of fill in the floodplain requires a 3:1 compensatory volume. Fill in the floodplain consists of any fill placed below elevation 752 directly adjacent to the White River floodplain. Proposed and as -built cross -sections must be provided to the City of Carmel and the Hamilton County Surveyor's office for review and approval. The increase of stormwater runoff volume due to development requires a 1.6:1 compensatory volume. Williams Creek Consulting, Inc. Legacy - Stormwater Management Master Plan September 2012 City of Carmel, Hamilton County, Indiana Compensatory volume must be excavated in areas directly connected to the White River floodplain within the limits of the Legacy PUD, and excavated between elevations of 743 and 752. Excavation above 752 is above the 100 year floodplain and will not count towards compensatory mitigation. Development plan filings must include engineering calculations meeting compensation requirements stated above. A plan view, cross -sections, and calculations based on an as -built survey must be provided to the City of Carmel and the Hamilton County Surveyor's office for review and approval prior to filing for the Certificate of Occupancy with the City of Carmel. The City of Carmel will not issue a Certificate of Occupancy until as- builts of compensatory storage and area of fill are submitted and approved. Excess compensation created as part of a development will be tracked by Falcon Nest 11 or their designated representative and may be applied towards future developments. 3.2 Curve Number and Time of Concentration Stormwater management systems in the west basin are based on conservative post -development curve numbers and times of concentration. Developments at or below the curve numbers prescribed in the SWMP, and maintain or exceed the times of concretion provided, are not required to install additional stormwater detention systems for the purposes of 10 and 100 year peak runoff control. Developments either exceed the SWMP curve number or time of concentration for the basin(s) affected will be required to submit full drainage reports for the proposed development and include supplemental detention systems within the proposed development to detain runoff peak rates to below 0.1 cfs per acre for the 1 0-year storm event and 0.3 cfs per acre for the 100 year storm event prior to discharging to any SWMP stormwater management area. 3.3 Additional SNIP Requirements for Areas with Pollutants of Concern Stormwater management systems in both the west and east basins are based on conservative curve numbers and times -of -concentration, Future developments that meet or are below the thresholds prescribed in Section 3.2 are not required to install additional stormwater quality BlVlPs unless the development contains special pollutants of concern, e,g. petroleum or other chemicals specific to the proposed land use. Future developments that exceed the thresholds prescribed in Section 3.2 or have pollutants of special concern will be required to submit full water quality reports and provide supplemental BMPs for the proposed development that meet City of Carmel requirements prior to discharging to any SWMP stormwater management areas. 3.4 Construction Phase Rule 5 Permitting Compliance with the SWMP does not relieve proposed developments from submitting a full construction phase Stormwater Prevention Pollution Plan (SWPPP) otherwise required by the City of Carmel. The SWPPP may reference the SWMP for purposes of compliance with post -construction. BMP requirements, providing conditions of compliance outlined in the SWMP are met. 3.5 Stormwater Collection Systems and Outfalls Compliance with the SWMP does not relieve proposed developments from submitting engineering calculations in support of piping, swales, and other collection systems that may be contained within a proposed development for the purpose of conveying stormwater to a master plan stormwater management area. Outfalls from collection systems must be designed with adequate outlet protection to prevent erosion or other damage to the SWMP stormwater management areas. Defined maintenance areas specific to Williams Creek Consulting, Inc. Legacy - Stormwater Management Master Plan September 2012 City of Carmel, Hamiflon County, Indiana proposed outfalls should be in compliance with the general operation and maintenance guidelines specific to the type of BMP receiving the discharge per information provided in the SWMP (Appendix C & D BMP Operation and Maintenance Guidelines). Vehicular access to proposed maintenance areas must be provided on proposed plans. 4.0 Peak Rate Control The Legacy overall drainage system consists of two outlets as previously discussed in Section 1. The West Watershed which ultimately discharges at the Southwest corner of the Legacy is discharging into the Haverstick Subdivision and is subject to standard peak release rate restrictions for the post developed 10- year and 100-year rainfall events as set in the City of Carmel Technical Standards Manual (Section 302.03). The Eastern Watershed is exempt from standard detention and peak release rate restrictions and Section 4.2 will discuss the method of analysis that was used to determine adequacy of the Eastern Watershed design. 4.1 EXISTING CONDITIONS Legacy is generally split into an Eastern Watershed consisting of 290.6 acres and a Western Watershed consisting of 126.4 acres. These watersheds are shown in detail on Figure 6. The site is a mixture of pasture, row crops, and woods. Figure 2 shows an aerial view of its pre -developed condition. 4.2 DEVELOPED CONDITIONS AND PROPOSED STORMWATER DESIGN The developed of Legacy will be a mixed use development with single family residential, townhomes, multifamily residential, high density commercial, and natural resource areas throughout. Western Watershed The Western Watershed which discharges into an existing lake located offsite in the Haverstick development at the Southwest corner of the Legacy property is designed to follow the City of Carmel Stormwater Technical Standards Manual. This watershed drains through a series of storm sewer pipes which collect the surface runoff and discharge it into a network of ponds, dry detention basins, and BMP's. To determine the allowable release rate for the post -developed condition WCC first determined the acreage of the developed watershed that was draining to the South. As shown on Figure 6, this watershed has an area of 126.4 acres. The acreage from the Western Watershed is multiplied by 0.1 c.f.s. / acre to determine the 10 — year post developed allowable release rate and 0.3 c.f.s. / acre to determine the 100 — year post developed allowable release rate. Table 4.1 shows the post -developed allowable release rates for this watershed. The post -developed peak discharge from the western system is shown in Table 4.2. Storm Event 10 Year 100 Year Watershed Acreage 126.4 Acres 126.4 Acres I I ME Acreage * 0.1 c.f.s. / Acre Acreage x 0.3 c.f.s. /Acre Allowable Release Rate 12.64 c.f.s. 37.92 c.f.s. Williams Creek Consulting, Inc. Legacy - Stormwater Management Master Plan Cky of Carmel, Hamilton County, Indiana September 2012 Table 4.2: Peak Discharge Results Peak Discharge Watershed Simulation (cfs) Western Watershed 2-Year 24 Hour SCS Type II 6.42 Western Watershed 10-Year 24 Hour SCS Type ll 11.04 Western Watershed 100-Year 24 Hour SCS Type 11 24.69 Eastern Watershed Due to the large amount of floodplain storage in the Eastern Watershed the stormwater drainage system in this portion of Legacy is designed to enhance the floodplain storage while also managing the stormwater for this portion of the site by adding additional floodplain storage. The Eastern Watershed is exempt from traditional peak runoff rate control and detention standards as set forth in the Carmel Technical Standards Manual, however per a variance approved by the Hamilton County Surveyor's office, any increase in volumetric runoff to the Eastern Drainage System is to be offset with an increase in floodplain storage at a rate of 1.6:1 per Section 3.1 of this master plan. Due to the comingling of the floodplain of the White River with the onsite stormwater throughout the eastern system it is difficult to demonstrate the actual runoff rate from the site as s comparison between the pre - developed condition while the tailwater effect is taken into account. Although not necessary, this analysis was run to demonstrate how the system will perform in most cases when the project is not affected by the tailwater of the White River. Applying the standards set in the City of Carmel Stormwater Technical Standards Manual you obtain the results shown in Tables 3 & 4. Table 4.3: Allowable Release Rates — Eastern System Storm Event Watershed Acreage Rate Allowable Release Rate 10 Year 290.6 Acres Acreage * 0.1 c.f.s. / Acre 29.60 c.f.s. 100 Year 290.6 Acres Acreage x 0.3 c.f.s. / Acre 87.18 c.f.s. Table 4.4: Peak Discharge Results Watershed Simulation Peak Discharge (cfs) Western Watershed 2-Year 24 Hour SCS Type 11 12.85 Western Watershed 10-Year 24 Hour SCS Type ll 15.05 Western Watershed 100-Year 24 Hour SCS Type ll 17.26 The results shown in this analysis illustrate that the peak release rates to the Eastern Watershed are met, but it is important to point out that this analysis was performed without a tailwater applied for the White River. The White River has such a large lag in the timing of the 100-year peak stage due to its overall watershed size that the timing of the peak White River stage will not likely have a significant effect on stormwater system during the peak of the local event. Williams Creek Consulting, Inc. Legacy - Stormwater Management Master Plan September 2012 City of Carmel, Hamilton County, Indiana BFE establishment, In the eastern system any property abutting a stormwater management facility identified in the SWMP is to recognize a 100-year base flood elevation (BFE) that is based on the 100 year tailwater of the White River. This is set at 752.0. All flood protection grades should be set based on this criteria unless a localized flood routing analysis would result in a higher flood protection grade. The typical standard is to set this at two (2) feet above the BFE which would result in an elevation of 754.0, An extremely conservative analysis was performed by Williams Creek in which all basins in the Eastern Watershed were set to an initial stage of 752 and the tailwater for the White River was also set as a constant elevation of 752. This would mimic a situation in which the entire Eastern system is backed up to the 100-year flood stage of the White River and the White River remained at a stage of 752 throughout the analysis. Once the system was set up as described, a 100-Year 24 hour storm is applied to the system to determine the peak elevations. The results of this analysis demonstrate that, even in this scenario, the flood elevations do not rise up to the 754.0 elevation. The full results of this analysis are shown in Appendix S. 5.0 Water Quality Summary The Legacy SWMP is broken into 80 onsite basins and 2 offsite basins, and contains 15 BMP areas. BMPs include wet ponds and vegetated swales. The attached BMP location map summarizes relevant basin characteristics and bmp routing used in water quality model development. In general, all sub -basins discharge through multiple BMPs prior to leaving the site. Basins are named to better represent how they function during larger storm events, not necessarily the water quality event. For example, "DD" basins are dry detention for the purpose of managing 10- and 100-year events, but function as vegetated swales during water quality events. Basin Routing The BMP location map is to be used by future developers and designers as a tool to determine allowable discharge locations. The overall design of the Legacy is dependent on the identified watersheds being routed in a manner that is similar to the SWMP assumptions. Within the BMP location map, BMP watershed boundaries have been identified. Any subcatchments that lie within any overall BMP watershed boundary will be required to discharge to the BMP identified within that boundary. Refer to Figure 5 for the BMP location map and watershed information. Developments that propose alternate discharge locations will be required to provide two BMP's in series with supporting calculations as required by the City of Carmel Stormwater Technical Standards Manual prior to discharging to any SWMP stormwater management areas. 5.1 Met Ponds WP3, WP4, and WP5 The BMPs highest in the west basin watershed are three wet ponds (WP3, WP4, and WP5) are constructed and/or proposed. All 3 are located in the northwest portion of the site in a residential development. WP4 and WP5 each have a single onsite contributing watershed. WP3 receives discharge from both WP4 and WP5, and from 5 other sub -basins in the watershed. Williams Creek Consulting, Inc. Legacy - Stormwater Management Master Plan City of Carmel, Hamilton County, Indiana BAS WN BAS WP5 BMP1 WN WP5 BMP2 WP3 WP3 BMP3 DD2 DD2 BMP4 DD8 DD8 BMP5 DD1 DD1 Status: Onsite Onsite TC(min): 14.4 16.4 Area(ac): 8.5 11.8 CNwq 92 92 IMP% 40% 40% Time Max(hrs): 12.03 12.03 Flow Max(cfs): 1.59 2.18 WQ Volume(in): 0.40 0.40 WQ Volume(U): 12401 17210 BAS BAS BAS BAS TOTAL BASIN ID BAS 213 223 WP3 WN WP5 WP5 STIR BMP1 STIR 213 223 WP3 WN WP5 WP5 BMP2 WP3 WP3 DD2 WP3 WP3 WP3 BMP3 DD2 DD2 DD8 DD2 DD2 DD2 BMP4 DD8 DD8 DD1 DD8 DD8 D08 BMP5 DD1 DD1 NA DD1 DD1 DD1 Status: Onsite Offsite Onsite Onsite Onsite Onsite TC(min): 16.4 10 19.2 14.4 16.4 Area(ac): 7.5 1.5 21.3 8.5 11.8 50.6 CNwq 92 92 92 92 92 IMP% 40% 40% 40% 40% 40% 40% Time Max(hrs): 12.03 12 12.03 12.03 12.03 Flow Max(cfs): 1.39 0.29 3.87 1.59 2.18 WQ Volume(in): 0.40 0.40 0.40 0.40 0.40 WQ Volume(ft3): 10939 2188 31065 12401 17210 73804 September 2012 Volume Volume below normal pool is required to be 3 times the WQv to be treated. Ali 3 wet ponds satisfy this criterion as shown below: Williams Creek Consulting, Inc. 8 Legacy - Stormwater Management Master Plan City of Carmel, Hamilton County, Indiana September 2012 NP Vol NP Vol (ac- WP NP Vol NP Vol: (ac- WP NP Vol NP Vol (ac- WP5 A ft) 4 (cf) ft) 3 (cf) ft) 772.5 0 0.0 773 0 0.0 768 0 0.0 771.5 56563 1.3 772 51423 1.2 767 43377 1.0 770 81585 1.9 771 73977 1.7 766 80505 1.8 769 129183 3.0 770 116714 2.7 765 114872 2.6 768 173567 4.0 769 156338 3.6 764 146533 3.4 767 214802 4.9 768 192914 4.4 763 175546 4.0 766 252952 5.8 767 226503 5.2 762 201967 4.6 765 288082 6.6 766 257170 5.9 761 225855 5.2 764 320261 7.4 765 284979 6.5 760 247272 5.7 763 349560 8.0 764 309992 7.1 759 266292 6.1 762 376050 8.6 763 332275 7.6 758 282997 6.5 761.5 388262 8.9 763 342413 7.9 WQv 0.4 0.3 1.7 NP Vol regd 1.2 -- - 0.9 5.1 Pond Shape Minimum Length to width ratios recommended by the City of Carmel Stormwater Technical Manual are 3:1, with inlets and outlets on opposite ends of the BMP. WP5 and WP4 will have a minimum L:W ratio of 3 to 1. Inlets to WP5 will be located at the upper end and middle of the BMP, with the outlet at the bottom end. Inlets to WP4 will be at the upper end, and near the bottom end of the BMP, with the outlet at the bottom end. The widest part of these ponds will be in the central area. Although the flow path of stormwater entering the wet ponds towards the middle or outlet end will be shorter than optimal, the stormwater will be detained for the time required for treatment of WQv, and will pass through four more BMPs before exiting the site. WP3 will be designed with a curvilinear to irregular shape that is at least 3 times longer than wide in the upper half, and approximately the same length and width in the lower half. Stormwater will enter this BMP from the top, middle, and from the southwesterly end. The outlet will be located at the south easterly end of the pond. Although the flow path of stormwater entering WP3 towards the middle or outlet end will be shorter than optimal, the stormwater will be detained for the required time for treatment of WQv, and will pass through three more BMPs before exiting the site. Pond Depth The City of Carmel Stormwater Technical Manual recommends an average depth of 3 - 6 feet for wet ponds, with a maximum depth of 8 feet, in part to prevent formation of anoxic conditions at the bottom of the pond. Anoxic conditions will develop in saturated sediments, regardless of depth, although the water column itself is likely to remain mixed with shallower depths, All of the wet ponds will have a minimum depth of 8 feet. Pond depths of greater than 8 feet may be specified in order to provide for long-term sediment accrual. Williams Creek Consulting, Inc. Legacy - Stormwater Management Master Plan September 2012 City of Carmel, Hamilton County, Indiana Clay Liner Requirements WP3, WP4, and WP5 will be required to be constructed with a clay liner as described in Section 2.0, Item 4. Vegetation Vegetation will be primarily turf grass seeded and blanketed to establish long-term bank stabilization surrounding the ponds. No native grasses or wetland species are planned for these 3 ponds, however later BMPs in series will have these types of vegetation to help improve water quality treatment. Side Slopes Side slopes of each lake are typically specified greater than or equal to 4:1. Slopes below normal pool will be graded at approximately 3:1 beyond the submerged 10:1 safety ledge. Hydraulic Devices WP5 and WP4 discharge through a 6-inch orifice plate, and WP3 through an 8-inch orifice plate when staging at or below the water quality event elevation. Inlet and Outlet Protection Appropriate guards will be specified in the construction plans as development ensues in order to discourage clogging of the water quality outlets. Riprap at outflows is recommended in the City of Carmel Stormwater Technical Manual. Forebay The City of Carmel Stormwater Technical Manual suggests installing forebays at the inflows of wet ponds for capture and dredging of sand and gravel. Because these ponds are very large relative to their watershed areas, they are not anticipated to require dredging. The table below summarizes pond volumes and anticipated service lives. Calculations Lake 5 Lake 4 Lake 3 WQv 0.4 0.3 1.7 ac-ft 3 x WQv 1.2 0.9 5.1 ac-ft Volume Provided below NP 8.9 7.9 6.5 ac-ft Excess Capacity 7.7 7.0 1.4 ac-ft Drainage Area 11.8 8.6 50.5 ac Estimated sediment load 190 190 190 Ibs/ac/yr Sediment Density 80 80 80 lbs/cf Annual Load 28 20 120 cf/yr Excess Capacity 320,000 300,000 60,000 cf Est. Maintenance period 11,000 15,000 500 yrs. Williams Creek Consulting, Inc. 10 Legacy - Stormwater Management Master Plan City of Carmel, Hamilton County, Indiana September 2012 Emptying Time A 12 - 48 hour emptying time is recommended by the City of Carmel Stormwater Technical Manual for the WQv. Results show that recommended emptying times are exceeded in each pond, however the large surface area to watershed size for each pond generates large water quality volumes with very little head above the outlet. Maximum water quality stage in any of the 3 wet ponds is 0.6 feet. %WATER VOLUME REMAINING AT TIME T TIME (HR) WP5 WP4 WP3 HR24 23% 17% 30% HR72 69% 59% 74% HR144 84% 77% 86% WP5 WP4 WP3 MAX DEPTH (FT) 0.3 0.2 0.6 12HR DEPTH 0.1 0.1 0.3 72HR DEPTH 0.1 0.1 0.2 144HR DEPTH 0.1 0.0 0.1 5.2 Vegetated Swale BMPs The remaining 12 BMPs will function as flow through vegetated swales. Engineers must comply with minimum length to outlet requirements during design, either locating BMP inlets no nearer the outlet than the specified minimum length in the table below, or by modifying designs to lengthen swales using curvilinear patterns. East Basin Vegetated Swale BMPs PRIMARY BMP DD6 SECOND BMP NA THIRD BMP NA MAX Q 8.3 MAX DEPTH 0.5 72HR DEPTH 0.0 144HR DEPTH 0.0 Alb 30.0 Z 4.0 H 0.5 Wt 33.9 V max (fUsec) 0.5 Min. Length (ft) to outlet 270 Residence time (min) 9 DD11 VS6 VS1 VS2 VS3 CW1 DD10 DD6 DD6 DD6 DD6 VS2 VS VS6 NA NA NA NA DD6 DD6 DD6 0.3 8.7 0.5 9.5 9.2 2.4 1.6 0.3 1.1 0.3 1.6 1.9 1.5 1.1 0.0 0.9 0.3 1.5 1.9 1.1 1.0 0.0 0.1 0.0 0.0 0.0 0.2 0.4 4.0 2.0 2.0 2.0 2.0 2.0 2.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 0.3 1.1 0.3 1.6 1.9 1.5 1.1 6.2 10.6 4.5 14.9 17.6 14.2 11.1 0.2 1.3 0.5 0.7 0.5 0.2 0.2 110 700 270 380 270 110 110 9 9 9 9 9 9 9 Williams Creek Consulting, Inc. 11 Legacy - Stommwater Management Master Plan City of Carmel, Hamilton County, Indiana West Basin Vegetated Swale BMPs September 2012 PRIMARY BMP DD1 DD8 DD7 DD2 SECOND BMP NA DD1 DD8 DD8 THIRD BMP NA NA DD1 DD1 MAX Q 4.0 5.0 1.4 3.1 MAX DEPTH 1.4 1.2 0.8 0.8 72HR DEPTH 1.0 1.0 0.7 0.7 144HR DEPTH 0.2 0.2 0.0 0.1 Wb 4.0 2.0 2.0 2.0 Z 4.0 4.0 4.0 4.0 H 1.4 1.2 0.8 0.8 Wt 15.1 11.7 8.3 8.2 V max (fUsec) 0.3 0.6 0.4 0.8 Min. Length (ft) to outlet 160 320 220 430 Residence Time (min) 9 9 9 9 The base and side slopes of the vegetated swales shall be lined in accordance with Section 2.0, Items 2(a) & 2(b). The vegetated swales shall also be planted in accordance with Section 2.0, Items 2(a) & 2(b). • Flow rates to the swales were determined using a Type 11 1-inch rain event and CNwq values calculated using methods described in the stormwater technical manual. Model data and output is included in Appendix A. • Slopes within the swales are generally flat. No underdrains are proposed, however wetland plantings will be installed from the base up to 1 foot above bottom in anticipation of frequently saturated conditions. • Channel shapes are trapezoidal with 4 to 1 side slopes. • Channel base widths vary from 2 to 4 feet in all vegetated swales except DD6 where channel width is 30 feet. • Cross sectional area was calculated using base width, side slopes, and maximum reported depth in the model results. • Flow depths are greater than typical swale flow depths, however the vegetation type within the channel has been selected based on anticipated flow depths ® Velocities were calculated based on maximum flow in CFS divided by the maximum saturated cross sectional area of the channel. • Minimum swale length was calculated assuming a minimum residence time of 9 minutes ® Soil types will meet WHPA liner requirements 5.3 Filter Strips BMP DD6 is located at the east basins outlet. This BMP receives no direct pipe or swale discharge that has not been first treated in an upstream BMP. However, runoff from the backyard of adjacent homes directly discharges to each BMP. This runoff will pass through informal filter strips prior to entering each respective BMP. In addition, located on the west side of DD6, the large turf detention basin is separated from the BMP by a multi -use trail that will function as a very low berm to slightly stage runoff (less than 2 inches) and help Williams Creek Consulting, Inc. 12 Legacy - Stormwater Management Master Plan September 2012 City of Carmel, Hamilton County, Indiana prevent channelization. East of D06, runoff from River Road must first pass through a meadow of native grasses. 5.4 Direct Discharges A small portion of land in the southwest corner of the site cannot be readily captured and treated prior to discharging offsite. Impervious surface discharging to this area is the back half of approximately 4 residential lots. Construction of a low berm along the back of these lots may possible, but easement or otherwise maintenance access is unlikely to be effective long-term after home site construction. Because this area constitutes less than 9% of the West Basin, and approximately 70% the watershed passes through 3 or more BMPs, the weighted average treatment is approximately 92% based on 80% removal in wet ponds and 60% removal in vegetated swales. 5.5 Signage Signage shall be placed at the top of bank for each basin in which a water quality BMP is located. In situations in which multiple BMPs lie within the same area, Signage may be combined to identify all BMPs in the area. This signage is intended to help educate the public of the existence and maintenance necessary for the BMPs. Signage content and location is to be approved by the City of Carmel Engineering Department prior to placement. At a minimum the signs must state the following Natural Resource Area Do Not Mow" or acceptable equivalent. Williams Creek Consulting, Inc. 13 Legacy - Stormwater Management Master Plan City of Carmel, Hamilton County, Indiana APPENDIX A STORMWATER CHECKLIST Legacy Detention System Drainage Report City of Carmel, Indiana September 2012 Williams Creek Consulting, Inc. 14 LEGACY PUD, STORMWATER DEVELOPMENT CHECKLIST PROJECT NAME: OWNER: ADDRESS: ENGINEER: ADDRESS: PROJECT LOCATION SCS CURVE NUMBER IMPERVIOUS COVER% TIME OF CONC. (MIN) SUBBASIN SUBBASIN PRIMARY I.D.(S) OUTLET BMP BASIN ALLOWABLE >_ PROPOSED ALLOWABLE >_ PROPOSED ALLOWABLE < PROPOSED (BAS XXX) (EX: DD10) (EAST/WEST) STORMWATER FLOOD STORAGE REQUIREMENTS (FOR DISCHARGES TO EAST BASIN ONLY) PREDEVELOPMENT RUNOFF VOLUME CF POSTDEVELOPMENT RUNOFF VOLUME CF INCREASE IN RUNOFF VOLUME CF X 1.6 FLOODPLAIN STORAGE ENHANCEMENT REQU CF (A) FILL IN FLOODPLAIN COMPENSATION GROSS FILL IN FLOODPLAIN CF X 3 FLOODPLAIN STORAGE ENHANCEMENT REQU CF (B) TOTAL COMPENSATORY FLOODPLAIN STORAGE REQUIRED (A) + (B) (C) RULE 5 PERMIT APPLICATION SUBMITTED? (YES / NO) Legacy - Stormwater Management Master Plan City of Carmel, Hamilton County, Indiana September 2012 WATER QUALITY AND HYDRAULIC SUPPORT CALCULATIONS Legacy Detention System E�. City of Carmel, Indiana Williams Creek Consuffing, Inc. 15 ococoo T c 0 0 r 0 0 0 0 o c O H O c P o g v c i py C C 0 0 O K a ggN 3 O a v 3 F O 13 i o 0 6 2 00 0 � 0 0 m m 0 m 3 c 0 TIT � O 2 �o 0 m 3 a a O 3 Q 5 Q O NSN C a 3 0 z 2 o 0 0 0 0 0 0 o N > c o o c c o 0 0 0 <rc ooc0000c a 0 0 a 0 7 r O a a L C N m O E r � y O a m a 0 6 O O � O � o 3 0 v F O 2 m m � o T-1 0 O aa: ITI m O O � b V Q Q NN� C � � m T Of h r3 Q c z_ om on m 3 0>>>> C = s c N • C r. H L .dJ ✓ m N m D O Tn .in Eg sQo c a g N 97 .r E4 Mal -' 3 Legacy - Stormwater Management Master Plan City of Carmel, Hamilton County, Indiana Legacy Detention System Drainage Report Emm��Z September 2012 Williams Creek Consulting, Inc. 16 24S Off-si e flow 1 5S 30S On -site - row crops On -Site - sture (28S 9 on -Site - Woods White River f < on �njl Drainage Diagram for predeveloped condition I Ubcat'Prepared by (enter your company name here) 5/23/2012 I HydroCADe 8.00 sirs 004552 Q 2006 HydroCAO Software Solutions LLG redeveloped condition Page 2 Prepared by (enter your company name here} 5/23/2012 H droCADD 8.00 sln 004552 O 2006 H droCAD Software Soiutions LLC Area Listing (ail nodes) Area (acres) 13.141 28.709 61.381 15.280 134.103 7.262 15.866 4.668 10.199 CN Descriptlon (subcats� 49 Pasture/grassland/range, Fair, HSG A (24S,30S) 64 Row crops, SR + CR, Good, HSG A (15S) 69 Pasture/grassland/range, Fair, HSG B (24S,30S) 70 Woods, Good, HSG C (28S) 75 Row crops, SR + CR, Good, HSG B (15S) 79 Pasture/grassland/range, Fair, HSG C (24S,30S) 82 Row crops, SR + CR, Good, HSG C (15S) 84 Pasturelgrass(and/range, Fair, HSG D (248,30S) 84 Small grain, SR + CR, Good, HSG D (15S) predeveloped condition Type // 24-hr 100 year - o/d Rainfall=6.46" Prepared by {enter your company name here} r Page 3 HydroCAD@ 8.00 sin 004552 (9) 2006 HydroCAD Software Solutions LLC )123/2012 Time span=0,00-48,00 hrs, dt--0,01 hrs, 4801 points x 3 Runoff by SCS TR-20 method, UH=SCS nd meth Reach routing by Dyn-Stor-ind method - Pond routing by Dyn-Stor-I Subcatchment 15S. On -Site - row crops Runoff Area=188.877 ac Runoff Depth=3.58° Flow Length=2,600' Slope=0.0050T Tc=99,0 min CN=74 Runoff=246.64 cfs 56,275 of Subcatchment 24S: Off -site flow Runoff Area=12.355ac Runoff Depth=2.98° Flow Length=l, 120' Tc=53.2 min CN=68 Ru noff--21 .01 cfs 3,067 of Subcatchment 28S: On -Site - Woods Runoff Area=15.280 ac Runoff Depth=3.1711 Flow Length=945' Tc=23.7 min CN=70 Runoff-48,56 cfs 4.042 of Subcatchment 30S: On -Site - Pasture Runoff Area=74.097 ac Runoff Depth=2.98" Flow Length=2,600' Sjope=0,0050T Tc=99.0 min CN=68 Runoff=78.82 cfs 18.393 of Inflow--342.01 cfs 81.778 of Primary=342.01 cfs 81.778 of Total Runoff Area = 290.609 ac Runoff Volume = 81.778 af Average Runoff Depth = 3 * 31 100.00% Pervious Area= 290.609 ac 0.00% Impervious Area= 0.000 Predeveloped condition Type 1124-hr 100 year - old Rainfal1=6.46" Prepared by {enter your company name here} lutions LLC 5l23l2012 Page 4 H droCAD�J 8.00 sin 004552 O 2006 H droCAD Software So Subcatchment 15S: On -Site - row crops Runoff = 246.64 cfs @ 13.09 hrs, Volume= 56.275 af, Depth= 3.58" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type 11 24-hr 100 year - old Rainfail=6.46" Area ac CN Description 28.709 64 Row crops, SR + CR, Good, HSG A 134,103 75 Row crops, SR + CR, Good, HSG B 15.866 82 Row crops, SR + CR, Good, HSG C 10.199 84 Small grain, SR + CR, Good, HSG D 188.877 74 Weighted Average 188.877 Pervious Area Tc Length Slope Velocity Capacity Description min(feet) ftlft) (ftlsec) (cfs 21.6 300 0.0050 0.23 Sheet Flow, Cultivated: Residue<=20% n= 0.060 P2= 2.66" 77.4 2,300 0.0050 0.49 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 99.0 2,600 Total Subcatchment 15S: On -Site - row crops � 1 3 , I 1 1 1 J y 1 1 1 I i 1 i 1 I i i 1 1 •- - -- _ } -. - F - ^ h - -1- - i - - - - } - ... i- ... _. (.. _ _i' - -i - ^ "1 ' ... w• .... F - - - - 1- - -1 _ .. B ftuno� 26020 1 e TypIl �4-11r(-10, 240 y. 1 ---------- a of ll, 6146 1-- I-_i 220 - , - -- ---- - - -- l 'nq 200 W7,1 Ar i� , - - t! e Y I ,�y� I i i t 1 I 1 a 1 1 i I I 1 K u o V 1,�, rnp' iF} ( i 1 I I i 1>t�n» � ++1 � yi a�rr�Q 1 1 1 1 F 1 i i 1 i i Y i■��11o, t •i��-,�+r� a 71'Y1 I 1 f t 1 I 3 1 f 1 1 7 i 1 1 I I a 140 W 120 /'- -IZ -P.n ��hiJt -----'- i--�--i- - i --1-F--T--�- - {_--loYr��++kw I , 1 1 l �'-• I--'j I , i -- { -- 1 _ - y _,� - iT�ea"'1�"i:V1i':T'�d�' 1©d J i 1 �V (w�i� ' __I--J-_J__L__L__1_-_1__J__.l__L__L_ - -�_i_ _J__1_ - IL _ i! - 1 I I i ! 1 i t i t i � __.__I__J 60 i I I 1 i _/---h.__'(_--i._._., ..._L_.. 40 -1_`-I--+--}.. .. _ __a.....i-._�-_..ice_-i.._..,---{--•.a..._+.. i` 9 - 1 1 .- _ i_ 20 ( 7 0 2 4 6 8 10 12 14 16 1a 20 22 24 26 28 30 32 34 36 36 40 42 44 46 46 Time (hours) Predeveloped condition Type 1124-hr 100 year - old Ralnfall=6.46" Page 5 Prepared by (enter your company name here) H droCADO 8.00 s/n 004552 C 2006 H droCAD Software Solutions LLC 6123i2012 Subcatchment 24S: Off -site flow Runoff = 21.01 cfs @ 12.54 hrs, Volume= 3.067 af, Depth= 2.98" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0,00-48.00 hrs, dt= 0.01 hrs Type 1124-hr 100 year - old Rainfall=6.46" Area ac CN Descri tion 1.878 49 Pasture/grassland/range, Fair, HSG A 8.772 69 Pasture/grassland/range, Fair, HSG B 1.038 79 Pasture/grassiand/range, Fair, HSG C 0,667 84 Pasture/ rassland/ran e, Fair, HSG D 12.355 68 Weighted Average 12.355 Pervious Area To Length Slope Velocity Capacity Description min(feet) ftlft) (filsec (cfs 27.0 200 0.0080 0.12 Sheet Flow, Grass: Short n= 0.150 P2= 2.66" 25.9 770 0.0050 0.49 Shallow Concentrated Flow, Short Grass Pasture 7.0 fps 0.3 150 0.0100 8.36 41.02 Circular Channel (pipe), Nam= 30.0" Area= 4.9 sf Perim-- 7.9' r= 0.63' n= 0.013 53.2 11120 Total Subcatchment 24S: Off -site flow Hydrograph I i--i--r--r--t - -�--= i -r--r HRunoff l_ _ Ji ,,._J _..1 L- 23 121 - - ; - - ' -' ' e' 11- 4 #�r''tt ar 21 - -r - 1 1 t -�- ,_ � L � _ ` 1 I I 1 _ _.c _L _ _'__ 20 t t 1- n 4 i2 '�y6 _ .--r -r--t--- of+al)' iJ�'#V 1 % - }T - Y:O A �t .•• I i 1 7 } a} - "t•t-Y46✓eiri0tJ;i-'C,— 15. -- ^Run, _ �P++'I`#LJ 14 (y 12 ---_--- tC w-- 1ehgth�I1120'" t� 2 tl -�-y_-y-.)1-1��1._ �t^. 2 t $----'-- -- --� �-- -' - - --� 2 r l" 1 'I--p' Y' t —t— 1_`l' T t —r d-- --r--r---7-r--1--- -�- - _t_— 1__L__L—_+..—L-— _ 3-t---'--+__�--r--- 2 f + l s r 1 I ,. .—T ......... ...... , } 2 4 6 6 10 12 14 16 18 20 rime (hou26) 26 30 32 34 36 38 40 42 44 46 48 Predeveioped condition Type 1124-hr 100 year - old Rainfall=6.46" Page 6 Prepared by {enter your company name here} 512312012 H droCAD® 8.00 s1n 004552 C 2006 H droCAD Software Solutions LLC Subcatchment 28S: On -Site - Woods Runoff — 48.56 cis @ 12.17 hrs, Volume= 4.042 af, Depth= 3.17" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type i! 24-hr 100 year - old Rainfall=6.46" Area (ac) CN Description 15.280 70 Woods, Good, HSG C 15.280 Pervious Area Tc Length Slope Velocity Capacity Description ki 14.0 300 0.0150 0.36 Sheet Flow, Cultivated: Residue<=20% n= 0,060 P2= 2:66" 9.7 645 0.0250 1.11 Shallow Short Grass Pasture Concentrated Flow, Kv==7.0 f s 23.7 945 Total 1 f i I 1 s 1 I 1 �9.561 en JV 1 1 1 I 45 ' I 1 1 1 40 35- I I ( I I I �O 25 U. ' —'--ilI-- J--I � 1 i 20 I 15 10 r I 1 i 1 Subcatchment 28S: On -Site - Woods Hydrograph I 1 1 , • � y ! I 1 1 YPe fl_ 4. hr 1.d0-year - o(d - 1 - - , Rudloff Aie4 J5.00 Eke utict4 jfo�ume=4;042 of Ry, _ *� -4"1—"e ,�l li �+��(eif u— noff'R p f --_f_--Ic=2a,"Tmih- .� 1-CN'ri��.)).yy'0-- i i 1 L � 44 4 B 6 10 i2 14 i6 18 2'0 2 (hours) 28 30 32 34 36 33 40 42 T Predeveloped condition Type 1124-hr 100 year - old Rainfall=6.46" Page 7 Prepared by {enter your company name here) 5/23/2012 H droCADO 8.00 s/n 004552 © 2006 H droCAD Software Solo#ions t_LC Subcatchment 30S: On -Site - Pasture Runoff - 78.82 cfs @ 13.10 hrs, Volume= 18.393 af, Depth= 2.98" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 100 year - old Rainfall=6.46" Area (ac) CN Descri lion 11.263 49 Pasture/grassiandfrange, Fair, HSG A 52.609 69 Pasture/grassland/range, Fair, HSG B 6.224 79 Pasturelgrassiand/range, Fair, HSG C 4.001 84 Pasture/ rassland/ran e, Fair, HSG D 74.097 68 Weighted Average 74.097 Pervious Area Tc Length Slope Velocity Capacity Description 1 IFaa##1 lftlftl (ftfgAC) ldsl ,21,.6 300 0.0050 0.23 Sheet Flow, Cultivated: Residue<=20% n= 0.060 P2= 2.66" 77.4 2,300 0.0050 0.49 Shallow Short Grass Pasture Concentrated 7.0 fps._ 99.0 2,600 Total Subcatchment 30S: On -Site - Pasture Hydrograph 1 1 1 a 1 • � � ■Runot# 7862 75 - .' i i , , 1--'--' ' i i - _I . Y Rj h _ 1 „ a a i - Runoff 5Qa , i '-r",---t"�-'�--�-'-r-'r t} I t tty t�,,�,.,t,.c�._1�'+.�y {1��_ 45" T /t..�/17{#,_s}1y�--L•••• O 40- ._ �- _ -t- - J - ' J - - _ - /� '(W _ i t ± V V- -lot _-_ LL-- 35a i � a 1 1 1 I I �V��`• . 1 25 10. 5. t t 040 0 2 4 6 S 10 12 14 16 18 20 T me 42 2r6 26 � � 34 36 38 40 42 44 46 46 Predeveloped condition Prepared by {enter your company name HvdreCADO 8.00 sin 004552 fl 2006 Hydro{ [401 Hint: Not Described (®utflcw=inflow) Type 1124-hr 100 year - old Ra/nfal/=6.46" Page 8 Inflow Area = 290.609 ac, inflow Depth = 3.38" for 100 year- old event Inflow — Primary = 342.01 cfs @ 342.01 cfs @ 13.09 hrs, Volume= 13.09 hrs, Volume= 81.778 of 81.778 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Pond 29Pa White River Hydrograph a Primary ' 380 1 1 Y -. _t.._1""f'-,-_ .3QZ�1 di\nt �Z: 1 1 ! { 1 -� t " alp 340 ' Yr�y_JJ..,�5_iy I #i__r--t--7-_r__' 1 i 1 _-t--r--r- 32A . 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W [lJN G]N W UI WGI (11 U1N W WhtANN O qA 00 rn •.i w� Legacy - Stormwater Management Master Plan City of Carmel, Hamilton County, Indiana September 2012 (EASTERN SYSTEM INITIAL STAGE 752.0) Legacy Detention System , I.#' , , to City of Carmel, Indiana Williams Creek Consulting, Inc. 21 Name: BAS 108 Node: VS2 Status: Onsite Type: SCS Unit Hydrograph CN Group: BASE Unit Hydrograph; Uh484 Peaking Factor: 484.0 Storm Duraticn{hrs): 24.00 Rainfall File: Scsii-24 Time of CanclminJ: 5.00 Rainfall Amount(in): 1.480 Time Shift(hrs): 0.00 Area(ac): 1.000 Max Allowable QCOW ! 999999.000 Curve Number 87.00 DCIA($): 0.00 ----------------- CW1 Status: onsite Type: SCS Unit Hydrograph CN Group: BASE Unit Hydrograph: Uh484 Peaking Factor: 484.0 Storm Duration{hrs); 24.00 Rainfall File: Scsii-24 Time of Cone(min): 5.00 Rainfall Ameunt(in)1 1.500 Time Shift(hrs): 0,00 Area(ac): 0.500 _ Max Allowable Q(cfs): 999959.000 curve Number: 92.00 0.00 -------------------- Node: VS2 Status: Onsite Name: BAS 113 Type: SCS Unit Hydrograph CN Group: BASE Unit Hydrograph: Uh484 Peaking FattOr: 484.0 Storm Duraticn(hrs): 24,00 Rainfall File: Scsii-24 Time of colic (min): 5.00 Rainfall Amount(in)! 1.480 Time Shift (hrs): 0.00 Area(ac)a 0.700 Max Allowable Q(Ofs): 999999.000 Curve Number: 51.00 DCTA(%): 0.00 . _.,,._....______________....__.._..__... Node: LB2 Status: Onsite Name; BAS 122 Type: SCS Unit Hydrograph CN Group: BABE Unit Hydrograph: Dh484 Peaking Factor: 484.0 Storm Duratien(hrs): 24.00 Rainfall File: 9esii-24 Time of Conc(mir.): .00 Rainfall Amount(in)1 1.530 0 Time Shift(hrs): 0.00 Area(ac): 29.400 Max Allowable Q(efs): 993539.000 Curve Number: 94.00 DC71X(&) : 0.00 .' ................................ Node: LB1 Status: Onsite Name PAS 129 Type: SCS Unit Hydrograph CN Group: BASE Unit Hydrograph: Uh484 Peaking Factor: 494.0 Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Time of Conc(min): 5.00 Rainfall Amount(in): 1.530 Time.Shift(hrs): 0.00 Area(ac): 26.700 Max Allowable Q(cfs): 999999.000 Curve Number: 94.00 DCIA M : 0.00 _____..._____. ---- ------------------------------- Name: BAS 134 Node: STR 134 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Rainfall File; Rainfall Amount(in): 0.000 Area(ac): 0.700 curve Number: 83.00 DCIA($): 0.00 Peaking Factor: 484.0 Storm Duration(hra): 0.00 Time of Conc(min): 8.70 Time Shift(hrs): 0,00 Max Allowable Q(cfs): 399599.000 __-----------..-.. __----- --._....__•__ _--.------ Name: BAS 145A Node; V33 Status: Onsite Group: BASS Type: SCS Unit Hydrograph CN Unit Hydregraph: Uh484 Peaking Factor: 484.0 Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 1 of 34 Rainfall File: Storm Duration(hrsh 0.00 Rainfall Amount(in): 0.000 Time of Ccnc(min): Time Shift(hrs): 10.00 0.00 Area(ac)t Curve Number: 6.800 92.00 Max Allowable Q(cfs): 9199999.000 DCIAM -. 0.00 .. .._....... """""'""--"'"'.."'..................._.__-.._._ Status: Onsite Name: BAS 168 Node: VSS Group. -BASS Type, SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Rainfall File: Rainfall Amount(in): 0.000 Area(ac): 9.400 Curve Number: 81.00 DCIA(%): 0.00 Peaking Factor: 484.0 Storm Duration(hrs): 0.00 Time of Conc(min); 19.40 Time Shift(hrs): 0.00 Max Allowable Q WS): 999999.000 `. Name: BAS 180 Node: STR 180 Status: onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrographi Uh484 Rainfall File: Rainfall Amount(in): 0.000 Area(ac): 3.000 Curve Number: 81.00 DCIA(B): 0.00 Peaking Factor; 404.0 Storm Duration(hrs): 0.00 Time of Conc(min)3 14.00 Time Shift (hrs): 0.00 Max Allowable Q(CfS): 999999.000 ------`-----'........... Name: BAS 181 Node: STR 191 Status: Onsite Group: BASE Type: SCS Unit 'Hydrograph CN Unit Hydrograph: Uh484 Rainfall File: Rainfall Amount(in): 0.000 Area(ac): 1.100 Curve Number: 81.00 DCIA(%): 0.00 Peaking Factor: 484.0 Storm Duration(hrs): 0.00 Time of Conc(min): 12.10 Time Shift(hrs): 0.00 Max Allowable Q(efs): 999999.000 Name: HAS 182 Node STR 192 Status: Onsite Groupj RASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Rainfall File: Rainfall Amount(in): 0.000 Area(ac): 0.800 Curve Number: 81.00 DCIA(t): 0.00 Peaking Factor: 484.0 Storm Duration(hrs): 0.00 Time of CODc(min): 9,50 Time Shift(hrs): 0.00 Max Allowable Q(Cfs): 999999.000 ........._............. Name: BAS 183 Node: STR 183 Status: Onsite Group.. BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Rainfall File: Rainfall Amount(in): 0.000 Area(ac): 0.700 Curve Number: 81.00 DCIA($): 0.00 Peaking Factor: 484.0 Storm Duration(hrs): 0.00 Time of Ccnc(min): 9.50 Time Shift (hrs): 0.00 Max Allowable Q(Cts): 999999,000 ------------------------------------------------------ ' Y .--- Status: Onsite Name: BAS 213 Node: STR 213 Type: SCS unit Hydrograph CN Group: EASE Unit Hydrograph: Uh484 peaking Factor: Storm Duration(hrs): 484.0 0.00 Rainfall File: Time of Cona(min). 16.40 Rainfall Amount(in)1 0.000 Time Shift(hrs): 0.00 Area(ac): 7.500 Allowable Q(c£S): 999999.000 Curve Number: 81.00 Max DCIA(4): 0.00 Interconnected Channel and Pond Routing; Model (ICPR) C�2002 Streamline Technologies, Inc. Page 2 of 34 Name: BAS 223 Node:STR 223 Status: Offsite Group: BASE Type: SCS Unit Hydrograph MT unit Hydrograph: Uh484 peaking Factor: 484.0 Storm Duration(hrs): 0.00 Rainfall File: Rainfall Amount(ir.): 0.000 Time of Conc(min): 10,00 Area(ae): 1.500 Time Shift(hrs): 0.0a Allowable Q(efs); 999959.000 curve Humbert 82.00 Max DCSA(%): 0.00 _ ____________________________-------- Node: V93 Status: Onsite Name: BAS 261A Type: SCS Unit Hydrograph CN Group: BASE Unit Hydrograph: Uh484 Peaking Pastor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Time of conc(min): 10.00 Rainfall Amount(in)2 0.000 Time Shift(hrs): 0.00 Area(ac): 14.000 Allowable 0(cfs): 999399.000 Curve Number: 52.00 Max DCIAM: 0.00 -----•---- --------------•---_••- ' Node: VS3 Status: Onsite Name: HAS 261E Type: SCS Unit Hydrograph CN Group: SASE Unit Hydrograph: Uh484 Peaking Factor: 484.0 , ' Rainfall File: Storm Duration(hrs): 0,00 Rainfall Amount(in): 0.000 Time of Conc(min): 36,10 Time Shift (hrs): 0.00 Axes (ac): 4.100 Allowable 0(cfs): 999999.000 curve Number: 71,00 Max OCIA(t): 0.00 ---------------------------------------------- Node: VS2 Status: Onsite atre: BAS 267 Type; SCS �Jnit Hydrograph CN Group: BASE Unit Hydrograph: Uh484 Rainfall File: Scsii-24 Rainfall Amount (in)-, 1.480 Area(aC): 0.700 Curve Number: 81.00 DCIA(%): 0.00 peaking Factor: 484.0 Storm nuration(hrs): 24.00 Time of Conc(min): 7,60 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 399399.000 ................................ Name: BAS 269 Node: VS2 status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Rainfall File: Scsii-24 Rainfall Amount(in): 1.480 Area(ac): 2.200 Curve Number- 91.00 DCIA 00 : 0.00 Peaking Factor: 484,0 Storm Duration(hrs): 24.00 Time of conc(min): 13.60 Time Shift (hrs): 0.00 Max Allowable Q(cfs): 999999.000 _ ___-___.»______..__.____-.___.___-._-_.-_. Name: BAS 282 Node: DD10 status: Offaite Group: BASE Type: SCS Unit Hydregraph CN Unit Hydrograph: Uh484 Rainfall File: Scsii-24 Rainfall Anonnt(in): 1.450 Area(ac)t 3.100 Curve Number: 94.00 DCIA(%); 0.00 Peaking Factor; 484.0 Storm Duration Mrs)1 24.00 Time of Conc(min): 5.00 Time Shift(hrs): 0.00 Max Allowable Wcfs): 999999.000 _.___-___-_-______--------- _ - flame: Name: BAS 290 Node: DD6 Status: Onsite Groupi BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Rainfall Pile: Scsii-24 Rainfall Amount (in):,1.150 Area(ac): 0.400 Curve Number; 54,00 DCIA($): 0.00 peaking Factor: 494.0 Storm Duration(hrs): 24.00 Time of Conc(Min): 5.00 Time Shift(hrS): 0.00 Max Allowable 0(cfsl: 999599.000 amline Technologies, Inc. Page 3 of 34 Interconnected Channel and Pond Routing Model (ICPR) 02002 Stre ------------- --- Name: BAS 291 Node: DD6 Status: Onsite Group: RASE Type: SCS Unit Hydrograph CN Unit Hydregraph; Uh484 Rainfall File: Scsii-24 Rainfall Amount (in): 1.150 Area(ac): 0.400 Curve Number: 94.00 DCIA(t) : 0.00 Peaking Factor: 484.0 storm Duration{hrs): 24.00 Time of Conc(min): 5.00 Time Shift(hrs): 0.00 Max Allowable Q(efs)e 999933.000 ________________ _._._____._..__.._.._-- _-.____.__._____ . -_______,____--,__,___..,. Node: DD6 Status: Onsite Name: BAS 291A Group: sASB Type: SCS Unit Hydrograph cN unit Hydrograph: Uh484 Rainfall File: Scsii-24 Rainfall Amount(in): 1.150 Area(ac): 1.200 Curve Number: 94.00 DCIA(§)1 0.00 peaking Factor: 484.0 Storm Duration(hrs): 24.00 Time of Conc(min): 5.00 Time Shift(hrs); 0.00 Max Allowable Q(Cfs): 995999.000 ____________________ Nanea'BAS 299 Node: VS1 Status: Onsite Group, BASE Type: SCS Unit Hydrograph CN unit Hydrograph: Uh484 Rainfall File: Scsii-24 Rainfall Amount(in): 1.480 Area(ac): 0.600 curve Number: 81.00 DCIA(t): 0.00 Peaking Factor; 134.0 Storm Dura.tion(hrs); 24.00 Time of Conc(min): 5.00 Time Shift(hrs): 0 - 0 U Max Allowable 0(cfs): 999999.000 __ Name: nAS 300 Node: CW1 Status: Onsite Group; BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Rainfall File: Sc9ii-24 Rainfall Amouvt(in): 1.500 Area(ac)-. 4.400 Curve Number: 92.00 DCIA(%.): 0.00 Peaking FaCtOrt 484.0 Storm Duration(hrs): 24.06 Time of Conc(min): 5.00 Time Shift(hrs): 0.00 Max Allowable Q(Cfa): 999999.000 ___ _ _ _____ ................... + Name: BAS 316 Node: CW1 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Rainfall File: Scsii-24 Rainfall Amount (in): 1.500 Area (d.C) : 0.500 Curve Number: 92.00 DCIA($) . 0.00 Peaking Factor: 484.0 Storm Duration (hrs) : 24.00 Time of Conc(min); 5.00 Time Shift(hrs): 0.00 Max Allowable Q(cfs)t 999999.000 ---- -Name: BAS 320 Node, CWI Status: onsite Group: BASE Type: SCS Unit Hydrograph CN unit Hydrograph: Uh484 Rainfall File: Scsii-24 Rainfall Amount(in): 1.500 Area(ac). 1.200 curve Number; 32.00 DCIA(%). 0.00 Peaking Factor: 494.0 Storm Duration(hrs): 24.00 Time of Corse (fin) : S. 00 Time Shift(hrs): 0.00 Max Allowabla Q(cfs): 999999.000 ----------------------------- --------- .-------- ----------------------------- Name: BAS 326 Node. CW1 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: U11484 peaking Factor: 484.0 Rainfall File: Scsii-24 Storm nuration(hrs): 24.00 Interconnected Channel and Pond Routing Model (ICPR) 020O2 Streamline Technologies, Inc. Page 4 of 34 Rainfall Amount(in): I -SOU Time of Conc(min): 5.00 Time Shift(hrs): 0.00 Area(aC); 2.200 Curve Number: 52.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ................. _ ------------- .- .-..._.--. . Node: CWl Status: Onsite AS Name: B310 Type: SCS unit Hydrograph CN Group: BASS Unit Hydrograph: Uh484 peaking Factor: 484.0 storm Rainfall File: Scsii-24 meDofation(min): 54.00 Rainfall AmArea(ac): Time Shift(hrs): 0.00 2,300 Area(ac): 2,300- Curve Number: 92.00 Max Allowable Q(Cfs): 999993.000 DCIA(qr): 0.00 ------------------------------- -------------- Node: CW1 Status: Onsite Name: BAS 336 Type: SCS Unit Hydrograph CN Group: BASS Unit Hydrograph: Uh484 Peaking Factor: 484.0 Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Time of Conc(min): 5.00 Rainfall Amount (in); 1.500 Area(ac): 5.000 Time Shift(hrs): 0.00 Curve Number: 92.00 Max Allowable Q(Cfs): 993999.000 DCIA(4): 0.00 ----------------------------------------- Name.- SAS 360 ---------------------------- Node: DD11 status: Onsite Group: SASE Type: SCS Unit Hydregraph CN Unit Hydrograph: Uh484 Rainfall File; Scsii-24 Peaking Factor: 484.0 Storm Duratiou(hrs)r 24.00 Rainfall Amcunt(i,n): 1.520 Time of Cone(ndn): 16.90 Time shift(hrs): 0.00 Area(ac): 5.700 Curve Number; 83.00 Max Allowable U(cfs)t 999999.000 DCIA(k): 0.00 ---------------- ------------------------------- .----------------------------------- Nodet VS3 Status: Onsite Name: HAS 377 Type: SCS Unit Hydrograph CN Groupt EASE Unit Hydrograph: Uh484 peaking Factor: 484.0 Storm Duration(hrs): 0.00 Rainfall File: Rainfall Amount(in): 0.Oo0 Time of COUC(min)e 8.90 Arsa(ac): 0.600 Time Shift(brs)- 0.00 Max Allowable Q(cfs); 999999.000 Curve Number: 83,00 DCIA.M : 0.00 .�. -- •--•-- -- F 'Name:.BAS --__--•--•----•-------.._._.._-_.----•--' Node: VS3 Status: onsite 400A Type: acs unit Hydrograph CN Group: BASE Unit Hydrograph: Uh484 Peaking Factor: 484.0 Storm Duration(hrs): 0.00 Rainfall File: Rainfall Amount(in): 0.000 Time of Cone(min): 14.10 Area(ac)s 3.400 Time Shift(bra). 0.00 Max Allowable WOW: 999999.000 Curve Number: 83.00 DCIA(4r) t 0.00 --------------------- - ------------ -- ---- ---- - Node: DD9 Status: Onsite Name; SAS 414 Type, SCS Unit Hydrograph CN Group: SASS Unit Hydrogralih: Uh484 Peaking Factor; 484.0 Storm Duration(hrs), 0.00 Rainfall File: Rainfall Amount (in); 0.000 Time of Conc(min): 16.60 Area(a(t): 5.000 Time Shift(hrs): 0.00 Allowable Q(cfe): 999999.000 Curve Number: 93.00 Max DCIA(V : 0.00 .._-.__ ............__...-............... .......... .......... Nam: BAS 420 Node: D137 Status: Onsite Interconnected Channel and Pond Routing Model OUR) 02002 Streamline Technologies, Inc. Page 5 of 34 Group: BASS Type: SCs Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: Storm Duraticn(hrs): 484.0 0.00 Rainfall File: Rainfall Amount(in): 0,000 Time of Conc(Min): 10.80 Area(ac): 1.200 Time Shift(hrs): Max Allowable Q(Cfa)f 0.00 999999,000 curve Number: 83.00 DCIA($)s 0.00 -_ ~-r yName; -BAS+429 --------..»._-...... Node: DD7 Status: Onsite Groups BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Storm nuration(hrs): 0.00 Rainfall File: Time of CCM(min): 14.40 Rainfall Amount (in)' 0.000 Time Shift(hrs)s 0.00 Area(ao)s 1,Bfl0 Max Allowable Q(cfs): 999999.000 Curve Number: 93.00 nCIA{$): 0.00 --------------------...._--...._....----------- Name: SAS 434 -------•-----------__...__. •.. _•..____.. Node: DD7 SCatuss pusite Type: SCS Unit Hydrograph CN Group: BASE Unit Hydrograph: Uh484 Peaking Factor: 484.0 Storm Duration(hrs): 0.00 Rainfall File: Rainfall Amount(is): 0.000 'time of Conc (min): 14.60 Area(ac): 2.100 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 Curve Number: 83.00 DCIA(%): 000 -.._.-- -- ------ --- Name: BAS 438 ._ -- ------------------ Node: DD7 Status: Onsite Typo: SCS Unit Hydrograph CN Group: BASE Unit Hydrograph: Uh484 Peaking Factor: 484.0 Storm Duration(hrs): 0.00 Rainfall File: Rainfall Amount(in)r 0.000 Time of COM (min): 11.10 Area(ac): 0.800 Time Shift(hrs)a 0.00 Allowable Q(cfa): 999999.000 Curve Number: 83.00 Max ➢CIA($): 0.00 -------- Name; BA8 442 •- --------------' Node: STR 442 Status: onsite Type: SCS Unit Hydrograph CN Group- BASE Unit Hydrograph: Uh484 Peaking Factor: 484.0 storm Duration(hrs): 0.00 _ Rainfall File: Time of COUC(min): 8.70 Rainfall AMOUnt(in): 0.000 Time Sbift(hrs): 0,00 Area(ac): 0.400 Max Allowable Q(cfs); 999999.000 curve Numbers 83.00 DCIA M : 0.00 '-. •. __ _ _ __ ------------------•-.•--.--.. Node: STR 445 Status: Unite Name: BAS 445 Type: SCS Unit Hydrograph CN Group: BASE Unit Rydrograph: Uh484 Peaking Factor: 464.0 Storm Duration(hrs): 0.00 Rainfall File: Rainfall Amount (in): 0.000 Time of Conc(min): 8.60 Time Shift(hrs): 0.00 Area(ac): 000 Max Allowable Q{efs}: 999999.000 :. Curve Number: 83.00 DCIA(%): 0.00 ___ ------------------ Node: STR 451 Statua: cns to Name: BAS 451 Type: SCS Unit Hydrograph CN Groups- BASE Unit Hydrograph: Uh484 Peaking Factor: 484.0 Storm Duration(hre): 0.00 Rainfall File: Time of Conc(min): 10.70 Rainfall Amount(in): 0.000 Time Shift(hrs): 0.00 Area(ac): 1,000 Max Allowable Q(efs), $99993.000 Curve Number: 83.00 DCIA(4): 0.00 Page 6 of 34 Interconnected Channel and Pond Routing Model (ICPR) 92002 Streamline Technologies, Inc. ................... Node: STR 453 Status: Ons to Name: SAS 453 Type: SCS Unit Hydrograph CN Grou BASE Unit Hydrograph: Uh484 Peaking Factor: 484.0 Storm Duration(hrs): 0.00 Rainfall File: Time of Ccnc(min): 9.00 Rainfall Amount(in): 0.000 Time Shift(hra): 0.00 Area(ac); 0.800 Piax Allowable Q(cfa): 995999.000 Curve Number; 83.00 DCSA(%): 0,00 _ ---- ----• ------------------------------ Node: DD9 statue; Onsite Name: BAS 457 Type: SCS Unit Hydrograph CN Group: BASE Unit Hydragraph: Uh484 Peaking Factor: 484.0 Storm Duration(hrs): 0.00 Rainfall File: Time of Cono(min): 11.10 Rainfall Amount(in): 0.000 Time Shift(hrs): 0.00 Area(ac): 0.900 Max Allowable Q(efs): 999999.000 Curve Number; 93.00 DCIA(%): 0.00 _______________9A BAS 4 _ Name: HAS 58A .--.------.--. Node: VS3 Status: Onsite SCS Unit Hydrograph CW Group: EASE Type; Unit Hydrograph: Uh484 Peaking Factor: 404.0 Storm Duration(hrs); 0.00 Rainfall File: Time of Conc(min): 5.00 Rainfall Amount(in): 0.000 T1me Shift(hrs): 0.00 Area(ac): 0.700 Allowable 0(cfa)1 599999.000 curve Number: 81.00 Marc DCIA(%): 0.00 .-_--- -------- ------------- " Node: VS3 'Status; Onsite Name: BAS 459A Name. Type: SCS Unit Hydrograph CN Group-. BASS unit Hydrograph: Uh484 Peaking Factor: 484.0 Storm Duration(hra): 0.00 Rainfall File: Time of Cana(min): 5.00 Rainfall Amount(in). 0,000 Time Shift(hrs): 0.00 Area(aC); 1.100 Curve Number: 81 00 Max Allowable Q(Cfs): 999999.000 DCIA (!0 : 0 .0 0 .__--------`----- ------------ ---- Node: DD1 Status: Onsite Names BAS 465 Type: SCS Unit Hydrograph CN Group: BASE Unit Hydrograph: Uh484 Peaking Factors 484.0 Storm Duration(hrs). 0.00 Rainfall File: Time of Ccnc(min); 10.60 Rainfall Amount(in): 0.000 Time Shift(hrs): 0.00 Area(ac): 2.200 Max Allowable Q(cfS)s 999999,000 Curve Number: 83.00 DCIA(%): 0.00 -------------------- ..-----•--_-.._•----•---------------- Node; DD1 Status: Onsite Name: BAS 469 Type: SCS unit Hydrograph CN Group: BASE Unit Hydrograph: Uh484 Peaking Factors 484.0 Storm Duration(hrs); 0.00 Rainfall File: Time of Conc(mia): 15.90 Rainfall Amount(in): 0.000 Time Shift(hrs): 0.00 Area(ac): 1.000 Allowable Q(Cfs): 995999.000 Curve Number: 83.00 Max DCIA(%): 0.00 BAS _ _ __ _._-----._-- Node: STR 472 Status: Onsite Name: BAS 472 Types SCS Unit Hydrograph CN Group- BASE Unit Hydrograph: Uh484 Peaking Factor; 481.0 Storm Duration (hrs): 0.00 Rainfall File: Time of ConC(min)! 16.60 Rainfall Amount(in): 0.000 Interconnected Channel and Pond Routing Model JCPR) C2002 Streamline Technologies, Inc. Page 7 of 34 Area(ac): 3.500 Time Shift(hrs); 0.00 Curve Number: 80.00 Max Allowable Q(cfs): 999999.000 DCIA(): 0.00 _________________________........___ ...................... ... Node: DD1 Status: pns t2 Name; BAS 462 Type: SCS Unit Hydrograph CN Group: BASE Unit Rydrograph: Uh484 Peaking Factor: 484.0 storm Duratien(hrs): 0.00 Rainfall File: Time of COnc(min): 17.00 Rainfall Amount (in): 0.000 Time Shift(hrs): 0.00 Arsa(ac); 2.600 Max Allowable Q(cfs): 999999.000 Curve Number: 81.00 DCIA(); 0.00 Name: SAS 485 ........................ Ncde. DD1 Status; Ons to Group. BASE Type: SCS Unit aydrOgraPh CST Unit Hydrograph: Uh484 Peaking Factor: 484.0 Storm Duraticn(hra)' 0.00 Rainfall File: Time Of COUC(min): 14.50 Rainfall Amount(it): 0.000 Time Shift(hrs): 0.00 Area(ac); 1,300 Allowable Q(Cfs): 999999.000 Curve Number: 01.00 Max DCIA($): 0.00 ___ ._._ _________________ _ -BAS Node: CWl Status; Onsite Name 501 Type: SCS Unit aydrograph CN Group; BASE Unit Hydrograph: Uh484 Peaking Factor: 484.0 ' Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Time of Conc(min): 5.00 Rainfall Amount(in): 1.500 Time Shift(hro): 0.00 Area(ac): 2.900 DTax Allowable Q(cf9): 999999.000 Curve Number: 94.00 DCIA(&): 0.00 -..-- _ ._ _ .. .0 .._-- Node: CW1 Status: Onsite •__.._....... Name: BAS 503 Type: SCS Unit Hydrograph CN Group; BR38 Unit Hydrograph: Uh484 Peaking Factor: 494.0 Rainfall File, Scsii-24 Storm Duration(hrs): 24.00 Time of Cone(Win); 5.00 Rainfall Amount(in): 1.500 Time Sb'_ft(hrs): 0.00 Area(ac). 4.900 Max Allowable Q(cfs); 999999.000 Curve Number. 94.00 DCIA($): 0.00 _____..____.504 __... _ Name: BAS 04 ................... ...-._. Node; CN1 Status: onaite Hydrograph CN Croup:BASE Type: SCS Unit Unit Hydrograph: Uh484 Peaking Factor: 484.0 Storm DUraticn(hrSI; 24.00 Rainfall File: Scsii-24 Time of Ccnc(min): 30.00 Rainfall Amount(i.n): 1.500 Time Shift(hrs); 0.00 Area(ae): 2.800 Max Allowable Q(cfs): 999999,000 Curve Number: 73.00 DCIA(): 0.00 _____ ___ _ ' -----"'-----"- ________ _________ Node: CNl Status: Onsite Name_SAS 505 Type: SCS Unit Hydrograph CN Group: BASE Unit Hydrograph: Uh484 Peaking Factor: 484.0 Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Time of Conc(min)I 10.00 Rainfall Amount(in): 1.5OD Time 5hift(hrs): 0.00 Area(ac); 6.000 Max Allowable Q(cfs): 999999.000 Curve Number: 92.00 DCIA(U). 0.00 _.-__-.___. ___._-___.__-- "" _---._.._..."-'_. Node: DD10 Status: Onsite Name: BAS 100 Type; SCS Unit Hydrograph CN Group: BASS Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 8 of 34 Unit Hydrograph; Uh484 peaking Factor: 484.0 Duration(hrs): 24.00 Rainfall File: Scsii-24 Storm Time of Conc(min)! 10.00 Rainfall Amount (in): 1.480 Time Shift(hre)% 0.00 Area(ac): 22.600 Max Allowable 4(Cfs); 999999.000 Curve Number: 94.00 DCIA(i): 0.00 _ ' .------------ Node- DD10 Status: Onsite Name! SAS- Type: SCS Unit Hydrograph CN Group: SASE unit Hydrograph; Uh484 Peaking Factor: 434.0 Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Time of Conc(mia): 5.00 Rainfall Amount(in): 1.500 0 Time Shift(hrs); 0.00 Area(ac); 1.300 Max Allowable Q(cfs): 999999,000 curve Number: 99.00 DCIA(%). 0.00 + _ -------------• Status; onsite Name: BAS 702 Node: DD10 Type: SCS Unit Hydrograph CN Group: BASE Unit Hydrograph: Uh484 Peaking Factor: 494.0 Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Time of conc(min); 5.00 , _ Rainfall Amcunt(in); 1.500 Time Shift(hrs): 0.00 Area(ac): 6.100 Allowable Q(Cfs): 399599,000 Curve Number: 98.00 Max ______ Name: BAS 703 _.__..--------------------- Node: DD10 Status: onsite SCS unit Hydrograph C+I Group:BASH Type: Unit Hydrograph: Uh484 Peaking Factor: 484.0 Storm I)uration(hrs): 24.00 Rainfall Filet Scsii-24 Time of Conc(min): 5.00 Rainfall Amount (in): 1.500 Time 9hift(hrs): 0.00 Area(ac); 0.900 Max Allowable Q(cfs): 999999.000 Curve Number: 90.00 DCIA(%): 0.00 ' V ------------ Node: DD10 Status; onsite Name: SAS 704 Type: Scs Unit Hydrograph CN Group: BASE Unit Hydrograph; Uh484 peaking Factor: 464.0 Rainfall File; Scaii-24 Storm Dusation(hrs); 24.00 Time of Coac(min): 5.00 Rainfall Amount (in): 1.500 Time Shift(brs): 0.00 Area (ac): 10.300 Allowable Q(CfS); 999999.000 Curve Number: 94.00 Max DCIA(%): 0.00 w ------_.._-..__---' Node: DD10 Status: Offs to Name: BAS 500 Type; SCS Unit Hydrograph CN Group; BASE Unit Hydrograph: M494 Peaking Factor; 464.0 StTimeDtion Rainfall File: Scsii-24 ofacone(min): 28.50 Rainfall Amount (in): 1.460 Time Shift(brs): 0.00 Area(aC), 12.400 Max Allowabla Q(cfs): 999999.000 Curve Number: 62.00 DCIA(:): 0.00 .-___ ...__.___._ --..___.------ Node: DDl Status: Onsite Name: BAS DD1 Type: SCS Unit Hydrograph CN Group: BASE Unit Hydrograph: Uh484 Peaking Factor; 4a4.0 Storm Duration(hrs): 0,00 Rainfall File: Time of Cene(min): 19.30 Rainfall Amount(in); 0.000 Time Shift(hra): 0.00 Area(ac): 6.500 Max Allowable Q(cfs): 959999.000 Curve Number: a4.00 DCIA(&): 0.00 Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 9 of 34 -- ----- - _ -__ ._.. --------------- Node: DD10 status; Onsite Name: SAS DD10 ape: SCS Unit Hydrograph CN Group: BASS Unit Eydrograph: Uh484 Peaking Factor: 484.0 Storm Duraticn(hr9): 24.00 Rainfall File: Scsii-24 Time of Conc(min): 20.00 Rainfall Amount(in): 1.480 Time Shift(hrs): 0,00 Area.(ac): 43.600 Max Allowable Q(afs): 999999.000 Curve Number: 71.00 DCIA M % 0,00 _-_,_._________..__-_deed_._-_,_-dodo----__.._..__._ -------- -tee - ____, ------- ------ Node: DD11 Status: Onsite Name: BAS DD11 Type: SCS Unit Hydrograph CN Group; BASE Unit Hydrograph: Uh484 Peaking Factor: 494.0 Storm Duration (bra) 24.00 Rainfall File: Scsii-24 Time of Conc(min): 10.00 Rainfall Amount (in). 1.490 Time Shift(hrS): 0.00 Area(ac): 3.200 Max Allowable Q(cfs): 999999.000 Curve Number: 74 00 DCIAM : 0,00 deed_ _ _ _ ^'.._ _____________________Need - _____________---------------- ...___ Node: DD2 Status: Onsite Name: BAS DD2 Type: SCS Unit Hydrograph CN Group: BASE Unit Hydrograph: Uh484 Peaking Factor: 494.0 Storm Duration(hrs): 0,00 Rainfall File: : Time of (min) 33.30 Rainfall Amount (in) 0,000 Time Shiftift(hrs): Area. (so) 14.600 999 9 Max Allowable Q(cfs): 99999.000 Curve Number: 80.30 DCTA(k): 0.00 ------------ ----- " ------ Node: D02 Status: ons to Name: BASS DD2 UNDEv Type: SCS Unit Hydrograph CN Group: RASE Unit Hydrograph: Uh484 Rainfall File: Rainfall Amount(in): 0.000 Area(ac): 8.600 Curve Number: 92.00 DCIA (k): 0.00 peaking .actor: 494.0 Storm Duration(hra): 0.00 Time of Conc(nit): 10.00 Time Shift(hrs): 0.00 Max Allowable Q(Cfs): 999999.000 ................ -------------- _____---- _------------------- Name: BAS DD6 Node: DD6 Status: onsita Group: BASS Tne: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Rainfall File: Scsii-24 Rainfall Amount(in): 1.490 Area(ac): 15.800 Curve Number; 74.00 DCIAM -' 0.00 peaking Factort 484,0 Storm Duration (hrs): 24.00 Time of Cor_c(min): 10.00 Time Shift(hrN): 0.00 Max Allowable Q(cfs)t 999999.000 .-___-_Node______________________._ ___-_._._.._.___. deed_-_.... _ -., ____,__._-._____...-_- Node: DD7 Statua: Onsite Name: HAS DU7 Type: SCS Unit Hydrograph CN Groups BASS Unit Hydrograph= Uh484 Rainfall File: Rainfall Amount(in.): 0.000 Area(ac)t 5.900 Curve Number: 34.00 DCIA(3): 0.00 peaking Factor: 494.0 Storm Duration(hrs): 0.00 Time of Ccne(min): 18.90 Time Shift Mxs)1 0.00 max Allowable Q(cfs): 999999,000 __-deed-- ........................ _--deed. ___-------•--------.-•----------------------- Status: Dnsita Name: HAS DD9 Node: DD9 Group: BASE Type: SCS Unit Hydrograph CN Peaking Factor: 464.0 Unit Hydrograph: Uh494 Storm Duration (hrs): 0.00 Rainfall File: Time of Canc(min)T 16.60 Rainfall AMOUAt(in): 0.000 Time Shift(hrs): 0.00 Area (aa): 4.800 Interconnected Channel and Pond Ranting Model XPR) 02002 Streamline Technologies, Inc. Page 10 of 34 Curve Numbers 85.00 Max Allowable Q(Cfe): 999999,000 DCZA($): 0,00 Name: BAS L8 _____________ Node: DD8 Status: Onsite Type: SCS Unit Hydrograph CN Group: BASE Unit Hydrograph: Uh484 Peaking Factor: 484.0 Storm Duration(hrs): 0.00 Rainfall File: Time Of COnc(min): 19.50 Rainfall Amount(in): 0,000 Time Shift(brs): 0.00 Area(ac): 6.100 Allowable 0(cfs): 399999.000 Clime Number: 84.00 Max DCIA(%): 0.00 Name: SAS VSl ______________________________ _______________ Node, VS1 Status: Onsite SCS Unit Hydrograph CN Group; BASE Type: Unit Hydrograph: Uh484 Peaking Factor: 484.0 Storm nuration(hrs): 24.00 Rainfall File: Scsii-24 Time of Conc(min): 5.00 Rainfall Amount(in)! 1.430 Time Shift(hrs): 0.00 Area(ac); 2.500 Allowable Q(cfs): 999999.000 Curve Number: 81.00 DIaX DCIA M : 0.00 .----------------------•-`------ - -..-..-...__-._.---.-.-----••--_.-_....._.------_. Nodez V82 Status: onsite Name: BAS VS2 Type: SCS Unit Hydrograph CN Group:BASE Unit Hydrograph: Uh484 Peaking Factor: 484.0 Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Time of Conc(min): 1B.80 Rainfall Amount(in): 1,460 Time Shift(llxs): 0.00 Area(ac): 3.600 Vax Allowable Q(cfs)= 999999.000 Curve Number: 81.00 DCIA(t): 0,00 -------------------------------------------- Node: VS3 Status: Onsite Name: BAS VS3 'type: SCS unit Hydrograph CN Group: BASE Unit Hydrograph: Uh484 Peaking Factor: 184.0 Storm Duration(hrs): 0.00 Rainfall File: Time of Coue(min); 5.00 Rainfall Amount (in): 0.000 Time Shift(hrs): 0.00 Area(ac): 3.200 Allowable Q(cfs): 999999.000 Curve Number: B1.00 Max DCIA M : 0.00 --`----- " '.�'"'""'--'"'-__________________________----.__. ------ ------ ______-_"' Node: VS3 Status: Onsite Name: BAS V54. 'Type: SCS Unit Hydrograph CN Group: EASE Unit Hydrograph: Uh484 Peaking Factor: 494.0 Storm Duration (hrs): 0.00 Rainfall File: Time of Conc(min): 5.00 Rainfall Amount (in): 0.000 Time Shift(hrs): 0.00 Area(ac); 2.600 Max Allowable Q(cf6): 999999.000 Curve Number: 81.00 DCIA(%): 0.00 ------- Node: VS5 Status: Cnsite Name: RAS VS5 Type: Scs Unit Hydrograph cN Group: BASE Unit Hydrograph: Uh484 peaking Factor: 4B4.0 Storm Duration(hrs): 0.00 Rainfall File: Time of Conc(min)t 26.30 Rainfall Amount(in): 0.000 Time Shift(hrs): 0.00 Area(ac). 9.400 Allowable 0(cfa): 999559.000 Curve Number: 81.00 Max DCIA(%)= 0.00 ................................................... Node: V56 Status: Onsita Name: SAS VS6 Type: SCS Unit Hydrograph CS Group: BASE Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 11 of 34 Unit Hydrograph: Uh484 Rainfall File: Scsii-24 Rainfall Amount(in): 1,500 Area(ac)i 4.800 ,urve Number: 71.00 OCIA 001 0,00 Peaking Factor: 494.0 Storm Duration(hrs): 24.00 Time of Cone(min)1 10.00 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 -------- --' -^--__-._.».---"---------------------------- ^----^`--- Status: Onsite Name: PAS WP3 Node: WP3 Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Rainfall File: Rainfall Amount (in): 0.000 Area(ac): 21,300 Curve Number: 82.00 DC1A(h): 0.00 peaking Factor: 484.0 Storm Duration(hrs): 0.00 Time of Cone(min); 19.20 Time Shift(hrs): 0.00 Max Allowable Q(Cfs): 999999.000 ___-_-___---------- Status: Dns=ta Name: BAS WP4 Node: WP4 Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Rainfall File: Rainfall AmOUnt(in): 0,000 Area(ac): 9.500 Curve Number: 84.00 DCIA(%): 0.00 Peaking Factor: 484.0 Storm Duration(brs): 0.00 Time of Conc(min): 14,40 Time Shift(hrS): 0.00 Max Allowable Q(cf S)i 399999,000 -----^ - Node: WPS Status: Cnsite Names: BAS WYS Group: BASS Type: SCS Unit Kydrograph CN Unit Hydrograph: Uh484 Rainfall File: Rainfall Amount(in): 0.000 Area(ac): 11.800 Curve Number: 83.00 DCIA(%): 0,00 Peaking Factor: 484.0 Storm Duration(hrs): 0.00 Time of Cone(min): 16.40 Time Shiit(hrs): 0.00 Max Allowable Q(cfs): 999999.000 ......___.•___•-_........__._..._-__ ________________ ................................ _ Node: 041 AS Groun: RASE Status: onsite Name: BType: Scs Unit Hydrograph CN Unit Hydrograph: Uh484 Rainfall File: Scsii-24 Rainfall AMOUnt(in): 1.500 Area(ac): 8.700 Curve Number: 71.00 DCIA(%). o,oa Peaking Factor: 484,0 storm Duration(hrs): 24.00 Time of Conc(min): 10.00 Time Shift(nrS): 0,00 Max Allowable Q(Cf3): 353993.000 ----^- - - --- Node: CUTLET_ --- ................ ...._ " Node: CUTLET-100YR Status; Ensite Name: DIR CHERRY 100 Group: BASS Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Rainfall File: Rainfall Amount(in): 0.000 Area(ac): 0.500 Curve Number: 93.00 DCIA(%): 0.00 Peaking Factor: 464.0 Storm nuration(hrs): 0.00 Time of Conc(min); 5.00 Time Shift(hrs): 0.00 Max Allowable Q(cfs)1 999999.000 .----»-_-__ „ _______ _______»-_ -------------------------------- Node: OUTLET-100YR Status: Ons to Name: DIR SN 100 Group: BASE Type: SC9 Unit xydrograph CN Unit Hydrograph: Uh404 Rainfall File: Rainfall Amount(in): 0.000 Area(ac); 1.100 Curve Number: 83.00 DCIA($): 0.00 Peaking FaCtcrs 484.0 Storm Duraticn(brs): 0.00 Time of Conc(min): 5,00 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 933999,000 Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, inc. Page 12 of 34 ----------------- Name, OFF WPS Node: Wes status; Offsita Group: BASE Type: SCS Unit Hydragraph CN Unit Hydrographi U11484 Rainfall File: Rainfall Amount(in): 0.000 Axea(ac): 4,800 curve Number: 82.00 DCIA(t): 0,00 Peaking Factor: 464.0 Storm Durati0n(hrs): 0.00 Time of conc(min): 21.10 Time Shift(hrs): 0.00 Mau Allowable Q(Cfs): 999999.000 ........ ..a.....s..............................a............. .a.II. Name: tm1 Group: BASE Type: Stage/Area Stage(ft) Area(ac) 744.000 0.2000 745.000 1.6100 746.000 2.8800 747.000 4,1000 7484000 1.4900 749.000 5.4200 750.000 6.0800 751.000 7.1600 152.000 7.8300 753.a00 8.6100 154,000 10,4000 Base Flow(cfe): 0.000 Init Stage(ft): 752.000 Warn Staga(ft)s 752.000 --------------- ------------------------------ ------ Name. DDS Sale P16w(Cfs): 0.000 snit Stage(ft): 745.500 warn Stage(ft): 748.000 Group: BASE Type: Stage/Area Warning 740 Stage(ft) Area(ac) 745.500 0.0000 746.500 0.1500 747.000 1.7800 74B.000 1.5200 749.000 2.090D 750.000 2.2300 ------ ------ ._._--_-- -------' Bass F1ow(cfs): 0.000 snit Etage(fC)= 752,000 Name: DD10 warn Stage(ft): 752,000 Group: SASS Type: Stage/Area Stage(ft) Area(ac) 744.000 0.0100 745.000 3,4100 746.000 19.0000 741.000 27.4600 748.000 31.8200 749.000 36.0000 750.000 38,5300 751.040 39,9500 752.000 41.11.00 753.000 48,7800 754,000 51.0800 - Name: Dull Baae PIOW(cfs): 0.000 snit Stage(ft): 752.000 Warn Stage(ft): 752,000 Group: SASE Type: Stage/Area Stage(ft) Area(ac) 743.000 0,4800 743.500 0.5700 744.000 1.0700 744.500 1.3400 Interconnected Channel and Pond Routing Model ([CPR) 02002 Streamline Technologies, Inc. Page 13 of 34 145.000 1.3100 746.000 1.4800 747.000 1.6000 748.000 1.7200 749.000 1.8400 750.000 1.9600 751.000 2.1500 752.000 2.2500 753.000 2.3300 754.000 2.4100 ----------------------------- --- US Base Flow(a£s): 0.000 Init Stage(ft): 750.000 Name: Warn Stage{ft): 153.100 Group. BASE Types Stage/Area Warning 755 Stage(ft) Area(an) 749,500 0.0000 750.S00 0.1500 751.000 1.7000 752.000 1.6900 753.000 2.0900 754.000 2.2800 7$5.000 2.4900 756.000 2.7000 _------._. blame: Dab Have Platy(cYe)s 0.000 Warn Stage(fth 752.000 Group: BASS Type: Stage/Area Stage(ft) Area(aa) 742,500 0,6500 743.000 1,0300 743.500 1.2700 744.000 5,4600 744.500 9,7200 745.000 10.2900 746,000 10.7000 747,000 11.0400 748,000 11.3800 749,000 11.7300 750,000 12,0900 7S1.000 12.4100 752,000 12.7800 753.000 13.1700 754.000 13.5900 _.. Name: DD7 Base Flow(ofs): 0.000 Warn 8tage(ft): 748.4 00 Stage(ft): 751.050 Group. BARB Nam Type: stage/Area Warning 751.5 Stage(ft) Axes (at) 748.000 0.0000 749,000 0.1500 750.000 1.4000 751.000 1.6300 752.000 1.7800 753.000 1.9400 753.500 2.0200 _ ..............•-_....-.-..._.----....--.,._.- --_-f•Namex DDB--- ease Flow(rEs): 0,000 Warn Stage(ft)e 750,800 Group: BASE Type, Stage/Area warning 751 Stage(ft) Area(aa) 746.500 0.0000 747.500 0.1500 748,000 1.6800 749.000 1.8100 750.000 1.9600 751.000 2.1000 7S2.000 2.2500 Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 14 of 34 753.000 2.4000 -------------------•---- Nam. DD9 Base Flow(cfs)• 0,000 Wnit Stage(ft): 748.500 Group: BASE Warn Stage(ft): 751.500 Type: Stage/Area Warning 752 Staga(St) Area(ac) --------------- -------------- 748,000 0.3500 740,000 0.7500 750,000 1,1800 751.000 1.5600 752,000 1.8800 ----------------- ________________________ ----------------------- Name: LB1 Base FIow(tfs). 0.000 Wait Stage(ft)t 752.00 warn Stagetftlt 752.0O0 6roupt BASS Type: Stage/Area stage(ft) Area(ac) 745,100 0.0000 746.000 0.0100 741.000 0.3600 748.000 0.9700 749.000 0.9800 750.000 1.0600 751.000 1.5000 752.000 2.3600 754.000 2.3600 -----------------•-•--------------- --------- _----._..- Name. L82 Base Plow(cfa)• 01000 Aarn Stage(ft) 752.000 Group: RASE Type: Stage/Area stage(ft) Area(ac) ...-.---------------••-----_-- 745.000 0.0000 746,000 0.0100 747.000 0.3600 748.000 0.9700 749.000 0.9800 750.000 1.0600 751,000 1.5000 752.000 2.3600 754.000 21 3610 -------------• - - -----•----- - -- Init Stage(ft): 752.000 Name: OUT E 100YR Tw Base Flow(cfa): 0,000 warn Stage(ft)t 152.000 Group: BASS Type: Time/Stage Time(hra) stage(ft) --------------- ----- ---- 0.00 752.000 30.00 752.000 100.00 752.000 ------ Name, -OUTLET-100YR Base Plow(cfs): 0.000 Warn Stage(ft)z 746.56O Group: BASS Typet Time/Stage Time (hra) stage (ft) 0.00 144.840 7.27 744.840 10.27 744_910 11.50 745.080 12.00 745.620 12.25 746.370 12.50 746.560 14.35 745.870 16.50 745.460 20.08 745.230 Interconnected channel and Pond Routing Model (Icl'R) 02002 Streamline Technologies, Inc. page 15 of 34 24.09 745.120 27.02 745.030 30.00 744.980 _-------------------------------------------------------- Name: STR 131A Base Flow(efs); 0,000 Stage(ft): 74S,;90 warn Stage(ft-): 748.000 Group: BASE Plunge Factor: 1.00 Type: Manhole, Flat Floor Warning 752.24 Stage(ft) Area(ac) --------•--_----•--•-----------I-----' STR 134 Base F1OW(cf9): 0.000 Warn Stage(*`): 749.100 InitName: Warn Stage (f t): 749.100 Group: BASE Plunge Factor: 1.00 Type: Manhole, Flat Floor Warning 756 Stage(ft) Area(ac) ...... - --------------------------------------------------------- ----___- -' Flow(efa): 0.000 In it Stage(ft): 747.990 Name: STR 139 Base Factor: 1.00 Warn Stage(ft): 751.560 Group: BASE Plunge Type: Manhole, Flat Floor Warning 755 ' Stage(ft) Area(ac) ---'-------........................'--.....__ Name: STR 177 Base Flow (ef s): 0.000 warn Stage(ft): 752.100 Group: BASE plunge Factor: 1.00 Type: Manhole, Flat Floor warning 758 Stage(ft) Area(ac) ---------------------------------------------------------- +Name: FlOw(cfs): 0.000 Init Stage(ft)a 751.660 STR 190 Base Factor; 1.00 Warn Stage(ft): 756.500 Group: BASE Plunge Type: Manhole, Flat Floor Warning 797 Stage(ft) Area(ac) ------------------------ -------------- .................... ----------' Init Stage(ft): 756.060 Name: STR 181 Base Flow(cfs): 0.000 Warn Stage(ft): 759.400 Group: BASS Plunge Factor: 1.00 Type: Manhole, Flat Floor Warning 768.1 Stage(ft) Area(ac) _______________________________ - F1OW(cfs): 0.000 Init Stage(ft): 763.090 Noma: STR-182 Base Plunge Factor: 1.00 Warn stage (f t): 764.400 Group: BASE Type: Manhole, Flat Floor Warning 773.5 Stage(ft) Area(ac) -------------------------------------------------- T . Znit Stage(ft): 765.300 Name:-183 Base Flow(cfs): 0.000 warn stage(ft): 767.900 Group: BASE Plunge Factor: 1.00 Type: Manhole, Flat Floor Warning 773.5 Stage(ft) Area(ac) F1ow(cfa): 3,000 Znit Stage(ft): 767.400 Name: STR 194 Base Plunge Factor: 1,00 Warn Stage(ft): 770.400 Group-. BASE Interconnected Channel and Pond Routing Model (ICPR) C2002 Streamline Technologies, TUC, Page 16 of 34 Type: Manhole, Flat Floor Warning 772.5 Stage(ft) Area(ac) --------------- --------------- ------ Flow(cfs): ------------------------- 0.000 --------------- Init Name: STR 213 Base 1.00 Stage(ft): 774.810 Group: BASE Plunge Factor: Type: Manhole, Flat Floor Warning 773.5 Stage(ft) Area.(e.0) _ _•..............•_----------------_-----•.-------- Init Stage(ft): 771.600 Name; STR 223 Base Flow(cfs): 0.000 warn stage(ft); 774.090 Group: BASE plunge Factor; 1.00 Type: Manhole, Flat Floor Warning 775.6 Stage(ft) Area(ac) --------------------------------------------------------- Init Stage(ft): --•-.. 748.150 Name: STR 446 Base Flow(cfa): 0.000 1.00 wain Stage(ft}: 750.970 Group: BASE Plunge Factor: Type: Manhole, Flat Floor Warning 754.6 stage(ft) Area(ac) -------- _----------•--- ____________________ase Flow------------------- Flow(cfs): 0.000 --------------------------' Iarn Stage(ft): 747.900 Name: STR 441 Hase 1.00 Warn stage(ft); 75Q.900 Group: BASE Plunge Factor: Type: Manhole, Flat Floor Warning 755.6 Stage(ft) Area(ac) ---------------------------------------------------....------------------ ._..____________________________________________ . Base Flow(cfs): 0000 Stage(ft): 747.640 Name: STR 442 Plunge Factor; 1.00 WInit arn Stage(ft)* Warn g e(f t): 150.870 Group: BASE Tipe: Manhole, Flat Floor Warning 754.E Stage(ft) Area (ac) Base Flow(cfs): 0.000 __--_-. Tarnnit Stage(ft): 750,8 Name: STR 445 Plunge Factor: 1.00 warn St age (ft): 150 Groupe BASS Type: Manhole, Flat Floor Warning 754.6 Stage(ft) Area(ac) --------•-------------1------------------ --------------' ---' Base Flow(cfs): 0.000 Snit Stage(ft): 750. Name; STR 416 Plunge Factor: 1.00 Wan stage(ft): 7820 Group: BASE Tyne: Manhole, Flat Floor Warning 753.3 Stage(ft) Area(ac) ------------------------------- --------------- ....__.._.----'...-.._ Base Flow(cfs): 0.000 _..__ ...--------'_.___. Init Stage(ft): 748.260 Name: STR 451 Q plunge Factor: 1.00 warn Stage(ft)— 750.600 Group; EASE Type: M—boIs, Flat Floor Warning 752.5 Stage(ft) Area(ac) Interconnected Channel and Pond RoutingModel gCPR) C2002 Streamline Technologies, Inc. Page 11 of 34 -.--•---------------------------------- Name: STR 453 Base Flow(cfs); 0.000 Init Stage (It); 747.7GO Group: BASE plunge Factor; 1.00 Warn Stage(ft): 750.400 Type: Manhole, Flat Floor Warning 752.8 Stage(ft) Area(ac) -.- ---- ----_ Name: STR 472 Base Flow(efs); O.OtlO Iarn Stage(ft); 747.230 Group: BAST Plunge Factor: 1.00 Warn Stage(ft)'. 750.7Q0 Type: Manhole, Flat Floor Warning 757.7 Stage(ft) Area(ac) ------------'._._ Name: STR 475 Base Flow (cf s): 0.000 1.00 Warn Stage(ft): 749.400 g Group: BASE Plunge Factor: Type: Manhole, plat Floor Warning 753.9 Stage(ft) Area(ac) ' ---------------------'-----._" (cfs): 0.000 I= Stage(ft): 752.000 Name: Val Bass Flow Warn Stage(ft). 752.000 Group: BASH Type: Stage/Area Stage(ft) Area(ac) _..._._._ -------•------ 746.000 0.1000 747.000 0.2000 748.000 0.3000 743.000 0.4000 750.000 0.5000 751.000 0.6000 752.000 0.7000 754.000 0.7000 ........................ .--------- .-------------..._._--_ Nama: V82 Base Flow(ets): 0.000 Warn Stage(ft): 752,000 Group: BASE Type: Stage/Area Stage(ft) Area(ac) --------------- -•----------_-_ 746,000 0.1000 747.003 0.2000 748.000 0.3000 749.000 Q.4000 750.000 0.5000 751.000 0.6000 752.000 0.7000 754.000 0.7000 ' .............................. Stage(ft). 746.000 Name: VS3 Base Flow(efs); 0.000 Warn Stage (It) : 751.000 We= Group: BASE Type: Stage/Area Warning 752 Stage(ft) Area(ac) ---•---------' '------------- 749.750 0.0000 7S2.000 1.8000 '________ ___ _ -'-----..._._.._..._..-- --- " ------------------- Init Stage(ft): 749.109 Name: VS5 Ease Plow(cfs): 0.000 Warn 5tage(ft): 153,800 Group: BASE Type: Stage/Area Warning 753.5 Stage(ft) Area(ac) 02002 Streamline Technologies, Inc. Page 1$ of 34 Model (ICPR) Interconnected Channel and Pond Routing 749.100 0.0000 753.300 0.1400 ••--•.-- Name: VS6 Base Flow(cfa): 0.000 snit Stage(ft)c 752.000 Warn Stage(ft): 752.000 , Group: BASE Type: Stage/Area Stage(ft) Area(ac) 743.500 0,0000 744.500 0.1500 745,000 1,7000 746.000 1.8700 747.000 2.0600 748.000 2.2200 749,000 2.9400 750.000 3.2100 751.000 3,5200 752.000 3.7600 753.000 4.0300 754.000 4.2800 _____________•-__....____ . .............. ---------------- snit Stage(ft): 768.000 Base Plow(cfs): 0.000 Warn Stage(ft): 773,000 Group: BASE Type: Stage/Area Warning 773 st-age(ft) Area(ac) --•_-'.______-- --------------- 768.000 1,0800 769.000 1.1900 770.000 1.3100 771,000 1.4300 772,000 1.6500 773.000 1,8600 -----_ _ _. ___________ ___-._____..__. WP4 Basa Flow(cfa): 0.000 Trait Stage (f.t): Warn Stage(ft): 772.500 773.300 Group: BASS Type: Stage/Area Warning 775 Stage(ft) Area(ac) -------------•--------------- 772.500 1,3100 773.000 1.3700 774.000 1.4800 775.000 1,6000 776.000 1.7300 777,000 -,.8500 778.000 119700 ________________,._ ------------- ---------------------------------- Name: WPS Base Flow (cf s): 0.000 Warn Stage(ft): 775.510 Group: BASE Type: Stage/Area Warning 775.54 Stage(ft) Area(ac) ........... ________»_ ___ 772.500 1,4300 713.000 1.4900 774,000 1.6100 775.000 1.7400 776.000 1.8600 ............... ..............a...... '=a= Pines ----=.=m=== �sv== _-_- .n-._-,.3_ -- - �Nameet131A-0UTW From Node: STR 131A Length(ft): Count: 405.00 1 To Node, OUTLET-100YR Group: BASE FYiction Equation: Average Conveyance DC*MSTRF.*1 solution Algorithm! Automatic UPSTREAM Flow: Both Geometry: Circular Circular En."_ratice LOSS COef: 0.00 Spinj, 42.00 42.40 an( EXit LOSS COef: 1.00 Rise(in): 42.00 42.00 Bend Loss Caef: 0.00 Inver{it}: 745.660 745.660 t Outlet Ctrl Spec: Use de or tw Manning 19 N: 0.013000 O.OL3000 Inlet Ctrl Spec: Use do Top Clip(in}: 0,000 0.000 ologies, inc. Page 19 of 34 Interconnected Channel and Pond Routing Model aCPR) 02002 Streamline Techn sot Clip(in): 0,000 0.000 Stabilizer Option: None Upstream FHWA inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: square edge w/ headwall From Node: STR 134 Length(ft): 174,00 Name: 134-133 To Node: DD1 Counts 1 Group: BASS Friction Equations Average Conveyance UPSTREAM DOWNSTREAM Solution Algorithms Automatic Flow: Both Geometry: Circular circular Entrance Loss Coef! 0.00 Span(in): 36.00 36.00 Exit Loss Coef: 1.00 Riee(in): 36.00 36.00 Bend Loss Coef: us Invert(ft): 746.240 745.800 Outlet Ctrl Spec: usefle or tw Manning's Ns 0,013000 0.013000 Inlet Ctrl Specs Use do Tap Clip(in): 0.000 0.000 Stabilizer Options None act Clip (in): 0.000 0.000 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge wj headwall Downstream FHWA Inlet Edge Description: Circular Concretes Square edge w/ headwall ....................................... -------------------------------------------------------------- From Node: STR 139 Length(ft). 283.00 Name: 139-472 To Node: STR 472 Count: 1 Group: BASE Friction Equations Average Conveyance UPSTREAM DOWNSTREAM Solution Algorithm: Automatic Flow: Both Geometry: Circular Circular Entrance Loss Coef: 0.00 Span(in): 36.00 36.00 Exit Loss Coef: 0.00 Rise{in}: 36.00 36.00 747.330 Bend Loss Coef: .00 Invert(ft): 747.930 Outlet Ctrl Spec: Use Use de or tw ManningIa N: 0,013000 0.013000 Inlet Ctrl Spec: Use do Top Clip(in): 0.000 0.000 Stabilizer Options None Mot clip(in): 0.000 D.000 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concretes Square edge w/ headwall ----------------------------------------------------- From Nodes STR 177 Length(ft): 314.00 Name: 177-139 Group: BASE To Nodes STR 139 Count: 1 Friction Equation: Average Conveyance Solution Algorithm: Automatic UPSTREAM DOWNSTREAM Flows Both Geometr,Circular s Circular Enrance Loss Coef: 0.00 t Span(in)s 30.00 30.00 Exit Loss Coef: 0,00 Rise(in): 30.00 30.00 end B0-00 Bend Loss Coef: Invert(ft)s 749.020 749.090 Outlet Ctrl Spec: Use Use do or tw Manning`s N.-0.013000 0,013000 Inlet Ctrl Spec: Use do Top clip (in)s 0.000 0.000 Stabilizer Option: None Mot Clip(in)s 0,000 0.000 Upstream FHWA Inlet Edge Description: circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Descriptions Circular Concrete: Square edge w/ headwall STR ia0 ------------- -------------- Length(ft)s 515, - -- Names 180-DD2 From Node: To Nodes DD2 Counts 1 Groups BASE Friction Equation: Average Conveyance Solution Algorithm: Automatic UPSTREAM DOWNSTREAM Flow: Both Geometry° Circular Circular Interconnected Channel and Pond Routing Model (ICPR) C2002 Streamline Taclvlologies, Inc, Page 20 of 34 Span(in): 18.00 igloo Rise(in): 18.00 19.00 Invert(ft)' 751.660 150.000 Manoing's N: 0.013000 0.013000 Top Clip(in); 0.000 0.000 Hot Clip(in): 0.000 0.000 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream PUNA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Entrance Loss Coef: 0.00 Bxit Loss Coef: 1.00 Bend Loss Coef: 0.00 Outlet Ctrl Spec: Use de or tw Inlet Ctrl Spec: Use do Stabilizer option: None --------------------------------- Name: 191-180 ----------------------- From Node' STR 181 Group: BASE To Node: STR 180 UPSTREAM DOWNSTREAM Geometry: Circular circular Span(in): 18.00 18.00 Rise(in)' 13.00 18.00 Invert(ft): 756.060 753.76o Manning's N: 0.013000 0.013000 Top Clip(in): 0.000 0.000 sot Clip(in): 0.000 0.000 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA inlet Edge Description: Circular Concrete: Square edge w/ headwall --------' ---- --•-' Length(ft): 198.00 Count: 1 Friction Equation: Average Conveyance Solution Algorithm: Automatic Flow: Both Entrance Loss Coef: 0.00 Exit Loss Coef: 0.00 Bend Loss Coef: 0,00 outlet Ctrl Spec: Use do or tw Inlet Ctrl Spec: use In Stabilizer Option: zone - From Node• STR 192 ..........--------- ---- Length(ft): 165.00 Name: 182-181 Group: BASE To Node: STR 181 Count: 1 Friction Equation; Average Conveyance Solution Algorithm: Automatic UPSTRE.�M4 DOWNSTREAM Flow: Bath Geometry: Circular Circular Entrance Loss Coef; 0.00 Span(in): 13.00 18.00 Exit Loss Coef: 0,00 Exit Rise(in); 18.00 19.00 send Loss Coef: Invert(ft): 763.090 161.190 Use do or tw outlet Ctrl Spec: UUse Manning13 N: 0.013000 0,013000 ir1 Spec: Use do Top Clip(in): 0,000 0.000 Stabilizer Option: None Bot Clip(in): 0.000 0.000 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Name: 183-182 From Node.• STR 183 --------------------- . Length(ft)e 30.00 Group: BASS To Node: STR 192 count: 1 Friction Equation: Average Conveyance UPSTREAM DOWNSTREAM Solution Algorithm: Automatic Flaw: Both Geometry: Circular Circular Entrance Lass Coef: 0,00 Span(in): 18.00 18.00 Exit Loss Coef: 0,00 Rise(in): 18.00 L8.00 Bend Loss Coef: 0.00 Invert(ft): '195.000 764.700 Outlet Ctrl Spec: Use de or tw Manning Is N: 0.013000 0.013000 Inlet Ctrl Spec: Use do Tap Clip(in): 0.000 0,000 Stabilizer Option: None sot Clip(in): 0.000 0.000 Upstream FHWA inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHwA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Interconnected Channel and Pond Routing Model (ICPR) C2002 Streamline Technologies, Inc. Page 21 of 34 Name: 134-193 From Node: STR 184 Length(ft): 155.00 Count: 1 Group; BASE To Node: STR i83 Friction Equation: Average Conveyance solution Algorithm, Automatic UPSTREAM DOWNSTREAM Flow, Both Geometry: Circular Circular Entrance Loss Coef: 0.00 Span (in): 19.00 19.00 Exit Loss Coef: 0.00 Rise(in): 19.00 19.00 Bend Loss Ccef: 0.00 Tnvert(ft): 767,400 765.950 outlet Ctrl Spec; Use do or tw Manning's Nt 0.013000 0,013000 Inlet CtTl Spec: Use do Top Clip(in): 0.000 0.000 Stabilizer Option: None Bat Clip(in): 0,000 0.000 Upstream FHWA Inlet Edge Description: Circular Concrete: square edge w/ headwall Downstream FEWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall "---------•___-_...._-_--------•---" 213 "-._...___. Length(ft): 256.00 Name: 213-WP3 From Node: STR Count: 1 Group: BASE To Node: WP3 Friction Equation: Average Conveyance Solution Algorithm: Automatic UPSTREAM DOWNSTREAM Flow: Both Geometry: Circular Circular Entrance Loss Ccef: 0.00 Span(in)t 21.00 21.00 Exit Lose Coef: 1.00 Rise(in): 21.00 21.000-00 Bend Less Coef: Invert(ft): 768.770 768.000 Outlet Ctrl Spec: Use do or tw Use Manning's N: 0.013000 0.013000 inlet Ctrl Spec: Use do Top Clip(in): 0.000 0.000 Stabilizer Optima None Bot Clip(in): 0.000 0.000 Upstream FHWA Inlet Edge Description. - circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: -11 Circular Concrete: Square edge w/ head,a _ _____ _.._.-._................ I ...... _.._._.... Name: 223-213 From Node: STR 223 Group: BASS To Node: STR 213 UPSTREAM DOWNSTREAM GecMetry: Circular Circular Span(in): 15.OD 15.00 Rise (in): 15.00 15.00 Invert(ft): 771,600 768.870 Manning's N: 0.013000 0.013000 Top Clip(in): 0.000 0.000 Bat Clip(in), 0.000 0.000 Upstream FEWA Inlet Edge Description; Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ---------------------- --------- Length(ft): 300.00 Count: 1 Friction Equation: Average Conveyance Solution Algorithm: Automatic Flow: Both Entrance Loss Coef: 0.00 Exit Loss Coef: 0.00 Bend Loss Ccef: 0.00 Outlet Ctrl Spec. Use de or tw inlet Ctrl Spec: Use do Stabilizer Option: None --•---_.__.._._-.---' -Name: 440-441 -__-_------•From Node: STR 440 Group: BASE To Node; STR 441 UPSTREAM DOWVSTRU'v* Geometry: Circular Circular Span(in): 12.00 13.00 Rise (in) 12.00 12.00 Invert (ft): 149.150 747.810 Manning's N: 0.013000 0.013000 Top Clip(in): 0.000 0.000 not Clip(in); O.ODO 0.000 Upstream FHWA Inlet Edge Description; Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: --- Length(ft): 137.00 Count: 1 Friction Equation: Automatic Solution Algorithm: Automatic Flow: Both Entrance Loss Coef: 0.00 Exit Loss coei: 1.00 Bend LOSS 'Oef.. 0.00 Outlet Ctrl Spec: Use do or tw Inlet Ctrl Spec: Use do Stabilizer Option: None P Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc, age 22 of 34 Circular Concrete: Square edge w/ headwall .- ----- ---------------------------------- Name: 441-442 From Node: STR 441 Group: BASE To Node: STR 442 UPSTREAM DOWNSTREAM Geometry: circular Circular Rise(ia): 12.00 12.00 Invert(ft): 747.910 747.910 Manning's N; 0.013000 0.013000 Top clip(in): 0.000 0.000 Bat Clip(in); 0.000 0.000 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Descriptions Circular Concrete: Square edge w/ headwall ----------------------------------- Langth(ft): 47,00 Count: 1 Friction Equation: Automatic Solution Algorithm: Automatic Flow: Both Entrance Loss Coef: 0.00 Exit Loss Coef: 1.00 Bend Loss Coef: 0.00 outlet Ctrl Spec: Use de or tw Inlet Ctrl Spec: Use do Stabilizer Option: None Name: 442-445 '...-............-------------------------' From Node: STR 442 Length(ft): 30.00 Count: 1 Group: BASE To Node; STR 445 Friction Equation: Automatic Upemat.nM DOWNSTREAM Solution Algorithms Automatic Flow: Both Geometry: Circular ry Circular Filtrate Loss Coef: Span(in) a 12.00 12.00 1.00 Exit Loss Coef: Rise(in); 12.00 12.00 747.650 0.00 Bend Loss Coef: Invert(ft)- 741.640 Use do or tw, Outlet Ctrl Sync: UUse Manning': N: 0.013000 0.013000 Specs Use do Top Clip(in). 0.000 0.000 Stabilizer Options None er O Stabilizer Hot clip( -in)- 0.000 0.000 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall -------------------------- Name: 445-446 From Node: STR 445 Length(ft)s 140.00 Group: BASE To Nodes STR 446 Count: 1 Friction Equation: Automatic Solution Algorithm: Automatic UPSTREAM DOWNSTREAM Flow: Both Geometry: Circular Circular Entrance Loss Coef; 0.00 Span(in)s 15.00 15.00 exit Loss Coef: 1.00 Rise (in): IS-00 15.00 Bend Loss Coef: 0.00 Invert(ft): 747.550 747.130 Outlet Ctrl Spec: Use de or tw Manning's N: 0,013000 0.013000 Inlet ctrl Specs Ube do Top Clip(in); 0.000 0.000 stabilizer option: None Dot Clip(in): 0.000 0.000 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concretes Square edge w/ headwall --- ----------------------------------------------- From Nodes STR 446 Length(ft): $5.0 Name: 446-100, Group: BASE To Node: DUB Counts 1 Friction Equation: Automatic Solution Algorithm; Automatic UPSTREAM DOWNSTREAM Flow: Both Geometry: Circular Circular Entrance Loss Coefs 0.00 Span(in); 15.00 15.00 Rxit LOSS Coef: 1.00 Rise(in): 15.00 15.00 Bend Loss Ccefs 0.00 rnvert(ft): 747.130 746.900 outlet Ctrl Spec: Use de or tw Manning's Ni 0.013000 0.013000 Inlet Ctrl Specs Use do Top Clip(in); 0.000 0.000 Stabilizer Option: None Bot Clip(in): 0.000 0.000 Intercounected Channel and Poled Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 23 of 34 Upstream FHNA inlet Edge Description: Circular Concrete: square edge w/ headwall Downstream MA Inlet Edge Description: Circular Concrete: Square edge w/ headwall •-__'•__••.-------------------------------._....__ From Node• STR 451 Length(ft): 168.00 Name: 451-453 Group: BASE To Node: STR 453 Count: 1 Friction Equation: Automatic Algorithm: Automatic UPSTREAM DOWNSTREAM Flow: Both Flow: Geometry: Circular Circular Entrance Loss Coef: 0.00 an(in), 15.00 15.00 Loss Coef: .00 Rise(in)- 15.00 15.00 SenExid Bend Loss 0.00 Lnvert(ft): 748.260 747,760 Spec: use Outlet Ctrl Spec: Use do or tw Manning IS N: 0.013000 0.013000 Inlet rl Spec: Use de Top Clip(in): 0.000 0.000 Stabilizer Option: None Bat Clip(in): 0.000 0.000 Upstream FHWA inlet Edge Description: circular Concrete: Square edge w/ headwall Downstream c^EWA Inlet Edge Description: Ciredlar concrete: Square edge w/ headwall -------------------------------------------------------- Name: 453-VS3 From Node: STR 453 Group: BASE To Node: VS3 UPSTREAM DOWNSTRYAM Geometry. Circular Circular Span(in.): 18.00 18.00 Rise(in): 18.00 18.00 invert(Pt): 747,760 747,250 Manning's N: 0.013000 0.013000 Top Clip(in): 0.000 0.000 Bat Clip(in): 0.000 0.000 Upstream FVA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA InleC Edge Description: Circular Concrete: Square edge w/ headwall .-.---------_...... Leth(ft) : 75.00 Gaunt: 1 fticticn Equation: Automatic solution Algorithm: Automatic Flow: Both Entrance Loss Coef: 0.00 Exit Loss Coef: 1.00 Bend Loss Coef: 0.00 Outict Ctrl Spec: Use do or tw Inlet Ctrl Spec: Use de Stabiliser option: None .........................................._.......I_._ From Node: STR 472 Length(ft): 128.00 Name: 472-DD6 Group: BASE To Node: DUO Count 1 p-iation Equation; Automatic Solution Algorithm: Most Restrictive UPSTREAM DOWNSTREAM Plow: Both Geometry: Circular Circular Entrants Loss Coef: Span(in): 36.00 36.00 1.00 Exit Loss Coef: 1 .00 Rise(in): 36.00 36.00 tend Loss Coef. Invert(ft): 747,290 746.900 use u Outlet Ctrl Spec: Use do Or tw Manning'a N: 0.013000 0.01.3000 Inlet Ctrl Spec: use do Top Clip(in): 0.000 0.000 Stabilizer Option! None Bat clip(ia): 0.000 0.000 Upstream PHNA Inlet Edge Description: circular Concretes Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall - ---- Name: 475-134 From Node: STR 475 Length(ft): 197.00 Group: BASE To Node: STR 134 Count: 1 Friction Equation' Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Flow: Both Geometry: Circular circular Entrance Loss Coef: 0.00 Span(in): 36.00 36.00 Exit Loss Coef: 1.00 Rise(in): 36.00 36.00 Bend Loss Coef: 0.00 Invert(ft): 146.700 746.300 Interconnected Channel and Pond Routing Model (ICPR)C2002 Streamline Technologies, Inc. Page 24 of 34 Manning's N: 0.013000 0.013000 Top Clip(in): 0.000 0.000 Rot Clip(in): 0.000 0.000 Upstream MA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream SHWA Inlet Edge Description: Circular Concrete: square edge w/ headwall --------------------------------------------------------- Name; CW1 - V56 From Node: CW1 Group: BASE To Node: V56 UPSTREAM DOWNSTREAM Geometrye Circular Circular Span(in): 12.00 12.00 Rise(in): 12,00 12.00 invert(ft): 744.750 744.250 Manning,a Ni 0.013000 0.013000 Top Clip(in): 0.000 0.000 Bat Clip(in): 0.300 0,000 Upstream'FHWA Inlet Edge Description: Circular Concrete: Square edge w( headwall ➢owrstream FkIWA inlet Edge Descripticn: Circular Concretes Square edge w/ headwall outlet Ctrl Spec! Use do or tw Inlet Ctrl Spec: Use do Stabilizer option: None ------------------------------- Length(ft): 200.00 Counts 1 Friction Equation: Average Conveyance Solution Algorithm: Most Restrictive Flow; Both Entrance Loss Coef: 0.00 Exit Lees Coef: 1.00 Bend Loss Coef: 0.00 outlet Ctrl Spec: Use do or tw Inlet Ctrl Spec! Use do stabilizer Option: None _ __ ._ -------------------------- Len th(ft): g 100.00 Name: DD10 - VS'o From Node: DD10 Count' 1 Group; BASE To Node: VS6 Friction Equation: Automatic Solution F.lgorirhm: Most Restrictive U"'a STEESA.M DOWNSTREAM Flow: Both Geometry: circular Circular Entrance Loss Coef: 0.00 Span(in): 12.00 12.00 Exit Loss Coef: 1.00 Rise(inh 12.00 12.00 Blend Lase Coef: 0.00 invert. (ft): 744,250 744,000 Outlet Ctrl Spec: Use do or tw Manning's N: 0.013000 0.013000 Inlet Ctrl Spect Use dC Top Clip(in): 0.000 0.000 Staail,ixsr option! None Rot Clip(in): 0.000 0.000 Upstream FBWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall --------"'-'-------------------- Length : 45.00 Name: DD11 DD6 From Node: DD'1 Couunn t: 1 Group: SASE To Node: DD6 Friction Equation: Average Conveyance DOWNSTREAM Solution Algorithm: Most Restrictive UPSTREAM Flow: deometry: Circular Circular Entrance Loss Coef: 00 .0 0.0 Span(in): 12.00 12,00 Exit Lass Coef: 1.00 Rise(in): 12.00 12,00 Bend Loss Coef: 0 .00 Invert(ft)t 743.00D 742.500 Outlet CtrlSpec: se do or tw Use Manning's N! 0,013000 0.013000 Inlet CtrlSpec: use do Top Clip(in.): 0.000 0.000 o Stabilizer option: Nona Bat Clip(in): 0.000 0.000 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Name: DD2-177 From Node: DD2 Length(ft): 109.0 Group: BASE To Node: STR 177 Count: 1 Friction Equation: Average Conveyance Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 25 of 34 UPSTREAM DOWNSTREAM solution Algorithm: Automatic Geometry: Circular Circular Entrance Flow: Loss Coef: Both 0.50 Span (in): 30.00 30.00 Exit Loss Coef; 0,00 Rise(in): 30.00 30.00 Bend Loss Coef: 0.00 Inver- (ft). 750.000 749.130 Outlet Ctrl Spec: Use do or tw Manning 'a N: 0.013000 0,013000 Inlet Ctrl Spec: Use do TOD Cli'O(in)t 0.000 0.000 Stabilizer Option; None Bat Clip(in): 0,000 0.000 Upstream FH'aA Inlet Edge Description: Circular Concrete: square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall _____ --.-- --------------------------------------------------- Length(ft): 57.00 Name: DD7-440 From Node: DD7 Count: 1 Group: BASE To Node: SIX 440 Friction Equation: Automatic solution Algorithm: Automatic UPSTREAM DOWNSTRWIM Flaw: Both Geometry: Circular Circular Entrance LOBS Coef: 0.00 SDan(in); 12.00 12.00 Exit Loss Coef: 1.00 Rise (in): 12.00 12.00 Bend Loss Coef; 0.00 Invert(ft): 749-400 749.150 outlet Ctrl Spec: Use do or tw Manning's N: 0,013000 0.013000 Inlet Ctrl Spec: Use de Top Clip(in): 0.300 0.000 Stabilizer Optiont None Sot Clip(in): 0.000 U,000 Upstream FRWA inlet Edge Description: Circular Concrete: square edge wJ headwall Downstream FHWA Inle- Edge Description: Circular Concrete: Square edge w/ headwall Name: or) 9-451 -•--- ----------------- From Node: DD9 Group: BASE To Node: STR 451 UPSTREAM DOWNSTREAM Geometry: Circular Circular Span(in): 12.00 12.00 Rise(in): 12.00 12.00 invert(ft): 740.500 748.260 Manning'3 471 0.013000 0.013000 Top Clip(in): 0.000 0,000 Pot Clip(in): 0.000 0.060 Upstream FHWA Inlet Edga ➢escripticn: Circular Concrete: Square edge wf headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Length(ft): 52.00 Count: 1 Friction Equation: Automatic Solution Algorithm: Automatic Flow: Both Entrance Loss Coef: 0.00 Exit LOSS COe-f: 1.00 Bend Loss Coef; 0.00 outlet Ctrl Spec: Use do or tw Inlet Ctrl Spec: Use do Stabilizer Option: None From Node: L21 ------- ---------' Length(ft): 50.00 Name: LEI-LB2 To Node: LB2 Count: I Group. BASE Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Automatic Geometry: Circular Circular Flow: Entrance Loss Coef: Both 0,00 Span(in): 36.00 36.00 Exit LOSS Coef: 1.00 Rise(in): 36.00 36.00 Bend Loss Coef: 0-00 Invert(ft)t 745,100 745.000 Outlet Ctrl Spec: U3e do or tw Mp 0.013000 0.013000 Inlet Ctrl Spec: Use do Clip's ); Top clip(in-)1 0.000 0.000 Stabilizer Option: None Bat C1lptin): a.000 o.aoo Upstream FHwA Inlet Edge Description: Circular Concrete: square edge w% headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge wJ headwall Streamline Technologies, Interconnected Channel and Pond Routing Model (ICPR) 02002 gies, Inc. Page 2b of 3 ----------------------- --------------------------------- 00 Name: LB2-CW1 From Node: LB2 Leagth(ft): 13 . To Node: CW1 Count: 1 Group: BASE Friction Equation: Automatic UPSTREAM DOWNSTREAM Geometry: Circular Circular Span(in): 42.00 42.00 Rise (in): 42.00 42.00 Invert(ft): 745.000 744.900 Manning's N: 0,013000 0.013000 Top Clip(in): 0.000 0.000 Bat clip(in): 0.000 0.000 Upstream FHWA Inlet Edge Description: circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Solution Algorithm: Automatic Flow; Both Entrance Loss Coefc 0.50 Exit Loss Coef: 1.00 Bend Loss Coef: 0.00 outlet Ctrl Spec: Use do or tw Inlet Ctrl Spec: Use do Stabilizer Option: None From Node: VS1 -----------------------.----- Length(£t): 50.00 Name: VSl-VS6 To Node: VS' Count: 1 Group: RASE Friction Equation: Automatic solution Algorithm: Automatic UPSTREAM DOWNSTREAM Flow: Both Geometry: Circular Circular Entrance Loss Coef: Span(in)i 24.00 24.00 1.00 Exit Loss Coef: 1. 00 Rise (in): 24.00 24.00 Rend Loss Coef: 0.04 Invert (ft): 746.000 745.000 outlet Ctrl Spec: Use do or tw Manning's N: D.013000 0.013000 Inlet Ctrl Spec: Use do Top Clip(in): 0-000 0.000 Stabilizer Option: None Bat Clip(in): 0.000 0.000 Upstream FHWA Inlet Edge Description: Circular Concrcte: Square edge w/ headwall Downstream FHWA inlet Edge Description: Circular Concrete: Square edge w/ headwall . -. Name: VS2-SAP __•--' ..............' From Node: VS2 Group: BASE To Node: VS6 UPSTREAM DOWNSTREAM Geometry: circular Circular span (in): 24.00 24.00 Rise(in), 24.00 24.00 Invert(ft): 746.000 745.000 Manning's N: 0.013000 0.013000 Top Clip (in) : 0.000 01.000 act Clip(in): 0.000 0.000 Upstream FHWA Inlet edge Description: circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: circular Concrete: Square edge w/ headwall ------------ ----- - --- - -- --- Length(ft): 50.00 Count: 1 Friction Equation: Automatic Solution Algorithm: Automatic Flow: Both Entrance Loss Coef: 0.00 Exit Loss Coef: 1.00 Bend Lose Coef: 0.00 outlet Ctrl Spec: Use do or tw Inlet Ctrl Spec: Use do Stabilizer Option: None -._ -_ _ _ -------------------------------------------- Length (ft); 38,40 Name: VS4-139 From Node: VS3 Count: 1 Group: BASE To Node: STR 135 Friction equation: Automatic Solution Algorithm: Most Restrictive UPSTREAM DOWNSTREAM Flow: Both Geometry: Circular Circular Entranda Lass Ccef: 0.00 Span (in): 24.00 24.00 Exit Lass Coef: 1.00 Rise(in): -4.00 24.00 Bend Loss Coef: 0.00 invert(ft): 743.100 748 030 outlet Ctrl Spec: Use do or tw Manning 'a N; 0,013000 0.013000 Inlet Ctri Spec: Use do Too Clip(in): 0.000 0.000 Stabilizer Option: None Bat Clip(in): 0.000 0.000 Upstream FHWA inlet Edge Description: Circular Concrete: Square edge w/ headwall ¢CPR Interconnected Channel and Pond Routing Model 02002 Streamline Technologies, Inc. Page 27 of 34 j Downstream pHwA Inlet Edge Description -- Circular Concrete: Square edge w/ headwall .-_--------------------- Name: V35-139 From Node: VSS .-.--.._...---_--- ' Length(ft): 110.00 Group: BASE To Node: STR 139 Count` 1 Friction Equation: Average Conveyance Solution Algorithm: Automatic UPSTREAM DOWNSTREAM Flow: Both Geometry: Circular Circular Entrance Loss Coef: 0.50 Span(in): 27.00 27.00 3xit Loss Coef: G.00 Rise(in); 27.00 27.00 Bend Loss Coef: 0.00 Invert(ft); 749.100 748.090 outlet Ctrl Spec: Use de or tw Manning's N: 0.013000 0.013000 Inlet Spec: Use do Top Clip(in): 0.000 0.000 O Stabilizeerr option: None Bot clip(in): 0.000 0.000 Upstream FHRA Inlet Edge Description: Circular Concrete: square edge wl headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge wl headwall --------_•_'----_•.-._-...------------- From Node: VS6 ------------- Length (ft): 370.00 Name: VS6 DD6 To Node: DD6 count. 2 Group: BASE Friction Equation: Average Conveyance Solution Algorithm: Most Restrictive UPSTREAM DOWNSTREAM Flow: Both Geometry: Circular circular Entrance Loss Coef: 0.00 Sp3n('in): 30.00 30.00 Exit Loss Coef. 1.00 Rise(in): 30.00 30.00 Bend Loss Coef: 0.00 Invert(ft): 744.D00 743.500 Outlet Ctxl Spec: Use do or tw toanning's N: 0.013000 0.013000 Inlet ctrl spec, use do Top Clip(in)s 0.000 0.000 Stabiliser Option: None got clip(in); 0.000 0.000 Upstream FHWA Inlet Edge Descriptions Circular Concrete: Square edge wl headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge wl headwall ==a=.py Channels Names From Node. Laugth(ft). 0.00 Count: 1 Group: BASE To Node: Friction &Vation;. Automatic UPSTREAM DOWNSTREAM 501ntiCu Algorithm: Automatic Geometry: Trapezoidal Trapezoidal Flow: Both Tnvert(ft): 0.000 0.000 Contraction Coef: 0.100 TC1p2nitZ (ft); 4999.000 9393,000 0.000000 Expansion Coef: 0.00 Manning'9 Ns 0,000000 Entrance Iris Coef: 0.0000 Top Clip(ft): 0.000 0.000 0.000 Exit Loss Coef. 0.000 Bot clip(ft)s 0.000 outlet Ctrl Spec: Use do or tw xS main Xsec: M Inlet ctrl Spec: Use do Awcmain 2(ft): t) Stabilizer Option: None Aux : AuxElev2(ft)s AUX 3Sec2: Top Width(ft): Depth(ft): Hot Width(ft): 0.000 0.000 Ltsdslp(h/v): 0.00 0.00 RtSdSlp(h/v): 0.00 0.00 . Drop Structures - Name; DD1-131A From Node. DD1 Length(ft): 72.00 Counts 1 Group: BASE To Node: STR 131A UPSTREAM DOWNSTREAM Friction Equation: Average Conveyance Interconnected Channel and Pond Routing Model (ICPR) 02002 steam ine Technologies, Inc. Page 28 of 34 Geometry: circular Circular Span (in): 42.00 42.00 Rise (in)I 42.00 43.00 Invert(ft): 745.500 145.660 Manning's N: 0.013000 0.013000 Top Clip(in): 0-000 0.000 Bot clip (in) 0.000 0.000 Upstream FHWA Inlet Edge Description: Circular Concrete; Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall +a.+ Weir 1 of 3 for Drop Structure DD1-131A*� Count: 1 Type: vertical: Mavis Flow: Both Geometry; circular Span(in)- 15.00 Rise (in): 15.00 +*+ Weir 2 of 3 for Drop Structure DD1-131A Count: 1 Type: vertical: Mavis Flow: Both Geometry: Rectangular Soan(in). 24.00 Rise (in), 12.00 ++� Weir 3 of 3 for Drop Structure Dol-131A * Count: 1 Type: Horizontal Flow; Both Geometry: Rectangular Span(in): 54.00 Rise(in): 54.00 solution Algorithm: Automatic Flow: Both Entrance Loas Coef: 0.S00 Exit Loss Coef: 0.000 Outlet Ctrl Spec: Use de or tw Inlet Ctrl Spec: Use do solution Incs: 10 Bottom Clip(in)z 0.000 Top Clip(in): 0.000 Weir Disc Coef: 3.200 Orifice Disc Coef: 0.G00 Invert(ft): 745.8co Control Elev(ft): 745.900 Bottom Clip(in): 0,000 Top Clip(in): 0.000 weir Disc Coef: 3.200 Orifice Disc Coef: 0.600 Invert(ft)> 747.500 Control E1ev(ft); 747.500 Bottom Clip(in), 0.000 Top Clip(in): 0.000 Weir Di9C Coa_f: 3.200 orifice DiSO Coef: 0.600 Invert (ft): 746. 500 Control Elev(ft): 748.500 TABLE TABLE TABLE + From Node: DD6 Leagth{ft}; 155.00 Name: DD6-OUTS DROP To Node: OUT E 100VR TW count: 1 Group! SASE Friction S uatiOnz Automatic UPSTREAM DOWNSTREAM solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 18.00 18.00 Entranct• Loss Coef: 0.000 Rise(in): 1s.00 18.00 Exit Loss Coef; 1.000 Invert(ft): 741.000 740.000 Outlet Ctrl Spec: use do or tw Manning -s N: 0.013000 0.013000 Znlet Ctrl SEece Use do Top Clip(in): 0.000 0.000 ,solution Inca: 10 Bat clip(in): 0.000 0.000 Upstream FEWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall +�* Weir 1 Of 1 for Drop Structure DDG-OUTE DROF +** TABLE Bottom clip(in)1 0,000 Count: l Type: Horizontal Top Clip(io)1 0.000 Flow: Both Weir Disc Coef: 3.200 Geometry: Rectangular Orifice Disc Cost: 0.600 Invert(ft): 742.500 Span(in) : 48.00 Control Elev(ft): 742.500 Riea(in): 48.00 _ _ __ y From Node: _.•------------- ----------------- DDB Langth(ft): 52.00 - Name: DD8 - 475 To Node: STR 475 Count: 1 Group: BASE Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular glow: Both Span(in): 36.00 36,00 Entrance LOSS Coef: 0.000 Riae(in); 36.00 3G.00 Technologies, Inc. Page 29 of 34 Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Invert(ft): 746.900 746.900 Manning-s Nt 0.013000 0.013000 Top Clip(in); 0.000 0.000 Bat Clip(in): 0.000 0.000 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge wl headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge wl headwall *** weir 1 of 1 for Drop Structure DDB - 475 *** Count: 1 Type: Vertical: Mavis Flow: Both Geometry: Circular Span(in); 36.00 Riee(in); 36.00 Exit Loss Coef: 1.000 outlet Ctrl Spec: Use do or tw Inlet Ctrl Spec: Use do Solution Incs: 10 Bottom Clip(in): 0.000 Top Clip(in): 0.000 Weir Disc Coef: 3.200 Orifice Disc Coati 0,600 Invert(ft); 746.900 Control Elev(ft): 746.900 TABLE --------------------- Name: VS3-VS2 DROP From Node: V33 .------------------------------------------- Langth(ft). 370.00 Group: BASE To Node: VS2 Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Circular, Circular Solution Algorithm; Automatic Span(in): 42,00 42.00 Flow: Positive Rise(in): 42.00 42,00 Entrance LOSS Coef: 0.000 Invert(ft): 746.750 746.000 Exit Lose Coef: outlet Ctrl Spec: 1.000 Use de or tw Xannirg�s N: 0.613D00 0.013000 Inlet Ctrl Spec: Use do Tap Clip(in)e 0.000 0.000 solution Incs; 10 Bat Clip(in): 0.000 0.000 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge wl headwall Downstream FBwA Inlet Edqe DescriptiOn: circular Concrete: Square edge w/ headwall *** Weir 1 of 2 for Drop structure VS3-VS2 DROP *** Count: 1 Type: Vertical: Mavis Flow: Both Geometry: Circular Span(in): 15,00 Rise(in): 15.00 Bottom Clip(i-z): 6.000 Top Clip(in): 0,000 Weir Disc Coef: 3.200 Orifice Disc Coef: 0,600 Invert(ft): 746.750 Control Elev(ft): 746.750 *** Weir 2 of 2 for Drop Structure VS3-VS2 DROP *** Count: 1 Tyre : horizontal Flow: Both Geometry: Rectangular Span(in): 48.00 Rise (in) : 36.00 Bottom Clip(in): 0.000 Top Clip(in): 9.000 Weir Disc Coef+ 3.200 Orifice Disc Coef: 0.600 Invert(ft). 748.500 Control Blev(ft): 748,500 TABLE TABLE ------------------------------ ........................'---------------- From Node: WP3 Length(ft): 133,00 Name -. Group: WP3-184 BASE To Node: STR 184 Count. 1 UPSTREAM DOWNSTREAM Friction Equation: Average Conveyance Geometry: Circular Circular Solution Algorithm: Automatic Span(in): 13.30 18.00 Plow: Loss Coef: Both 0,500 Rise (in): 18.00 18,00 Entrance Exit Loss Ccef: 0.000 Invert(ft): 768.000 767.500 Outlet Ctrl Spec, Use do or tw Manning 'S N: 0.013000 0.013000 Inlet Ctrl Spec: Use do Top Clip(in); 0.000 0.000 Solution Inca: 1D Bat Clip(in): 0.000 0.000 Upstream FRWA Inlet Edge Description: Circular Concrete: Square edge wf beadwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge wj headwall Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 30 of 34 **+ Weir 1 of 3 for Drop Structure WP3-194 TABLE Bottom Clip(in); 0,000 Count: 1 Type: Vertical: Mavis Top Clip(in): 0.000 Flow: Both Weir Disc Coef: 3,200 Geometry: Circular orifice Disc Coef: 0.600 Invert(ft): 768.000 Span(in I; 8.00 Control B1ev(ft)1 768,000 Rise(in): 8.00 *a* Weir 2 of 3 for Drop Structure WP3-184 *+` TABLR Count: 1 Bottom Clip(in); 0.000 Type: Vertical: Mavis Top Clip(in): 0.000 Flow: Both Weir Disc Coef: 3.200 Geometry: Circular Orifice Disc Coef: 0.600 Invert(ft)1 770.300 Span(in): 12.00 control Slev(ft): 770.300 Rise(in): 12.00 **+ Weir 3 of 3 for Drop Structure WP3-184 **+ TABLE 1 Bottom Clip(in): 0.000 Count: Type: Horizontal Top Clip(in): 0.000 Flow: Both Weir Disc Coef: 3.200 Geometry: Rectangular orifice Disc Coef: 0.600 Invert(ft); 772.500 Span(in): 24.00 Control Elev(ft): 772.600 Rice(in): 24.00 ............ ................. ""......._.-,.. Length(ft): 256,00 Name: WP4-WP3 From Node: WP4 Count: 1 Group: BASE To Node: WP3 Friction Equation: Average Conveyance UPSTREAM DO*+INNSi'9'1'%' Solution Algorithm: Automatic Geometry; Circular Circular Flow: Both Span(in): 12.00 l2.Q0 Entrance Loss Coef: O:Soo Rise (in): 12.00 32.00 Exit Loss Coef: 1,000 Invert(ft): 772.500 768.000 Outlet Ctrl Spec: Use d.c or tw Manning's N: 0.013000 0,013000 inlet Ctri Spec: Use on Top Clip(in); 0.000 9.000 Solutior. 1r.c3: 10 Bot Clip(in): 0.000 0.000 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall a** Weir 1 of 2 for Drop Structure WP4-WP3 a** Count. 1 Type: vertical: Mavis Flow: Both Geometry: Circular span(in): 6.00 Rise(in): 6.00 *** Weir 2 of 2 for Drop Structure WP4-WP3 *** Count: 1 Type: Horizontal Flow: Both Geometry: Rectangular Evan (in)•: 24.00 Rise(in): 24.00 Bottom Clip(in): 0.000 Top Clip(in)-' 0,000 Weir Disc Coef: 3.200 orifice Disc Coef: 0.600 Invert(ft): 772.500 Control Elev(ft): 772.500 Bottom Ciip(in): 0.000 Top Clip(in): 0.000 Weir Disc Coef: 3,200 orifice Disc Coef: 0.600 Invert(ft): 774.300 Control Elev(ft): 774.300 TABLE TABLE _ --------------------------------- Prom Node: WP5 _ - _____________ LengtCount. 30.00 WP5-223 To Node: STR 223 Count: 1 Group: BASE OPSTREAM DOWNSTREAM Friction Squation: Average Conveyance Solution Algorithm: Automatic Geometry: Circular circular glow; Both Span(in): 12.00 12.00 Entrance Loss Coef: 0.500 Rise(in): 12.00 12.00 :Tit Loss Coef: Invert(ft): 772.500 771.700 Outlet Ctrl S'p°c: Use Use do or tw Manning's N: 0.013000 0.013000 Inlet Ctsi Spec; Use do Top Clip(iu): 0.000 0.000 Solution Incst; 10 Bot Clip(in): 0.000 0.000 Upstream FFff7A Inlet Edge Description: Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc- Page 31 of 34 Circular Concrete: Square edge w/ headwall Downstream FBWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall +** Weir 1 of 2 for Drop Structure WPS-223 +** Count: 1 Type: vertical: Mavis Flow; Both Geometry; Circular Span(in): 6.00 Rise(in)! 9.00 +*• Weir 3 of 2 for Drop Structure WPS-223 +** Count: 1 Typei Horizontal Flows Both Geometry: Rectangular Span(in): 24.00 Rise(in): 24.00 Bottom Clip(in): 0.000 Top Clip(in): 0.000 Weir Disc Coef: 3.200 Orifice Disc Coef: 0.600 Invert(ft): 772.500 Control Elev(ft): 772,500 Bottom Clip(in): 0.000 Top Clip(in); 0.000 Weir Disc Coef: 3.200 Orifice Disc Coef: 0.600 Invert(ft): 775.500 Control Elev(ft)s 775.500 TABLE TABLE ====an.= weirs Name: CW1-DD10 From Node: CW1 Group: BASS To Node: DD10 Flow; Both Count! 1 Type: Vertical: Mavis Geometry: Trapezoidal Bottom Width(ft); 50.00 Left Side Slope(h/v): 10.00 Right Side Slope(h/v): 10.00 Tnvert(ft): 746.500 Control Blevation(ft): 746.500 Struct opening Dim(ft): 9999.00 TABLE Bottom Clip(ft); 0.000 Top Clip(ft); 0.000 Weir Discharge Coef! 3.200 Orifice Discharge Ccaf! 0.600 __- -----.-..,-_..-..,-..... ^Name; DD10-VS6 From Nodes DD10 Group: BASE To Node: VS6 Plow: Both Count, 1 Type! Vertical; Mavis Geometry; Trapezoidal Bottom Width(ft); 50.00 Left Side Slepe(h/v): 10.00 Right Side Slope(h/v): 10.00 invert(ft): 745,500 Control Elevation(ft); 745.500 Btract Opening Dim(ft); 9999.00 TABLE Bottom Clip(ft): 0.000 Top Clip(ft); 0.000 Weir Discharge Coef: 3.200 orifice Discharge Coef: 0.600 '-,_- ...-..--- Name• DD11-DD6 From Node.- DD11 Group; BASS To Node; DD6 Flaw: Both Count: 1 Types vertical; Mavis Geometry: Trapezoidal Bottom Width(ft); 300.00 Left Side Slope(h/v); 10.00 Right. Side Slope(h/v)e 10.00 Invert(ft); 744.000 Control Elevation(ft); 744.000 Btruct opening Dim(ft): 9999.00 TABLE Bottom Clip(ft); 0.000 Top Clip(ft): 0.000 Weir Discharge Coef: 3.200 Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 32 of 34 Orifice Discharge Ccef; 0.600 =....xy.............,=ticrosm .==s=a=: =a=R........... ——.......= a»yxa ........... .=..I Name: 002yr Filename: Pt\l Indiana\FALCON\01.0552.A.1 - FALCON Legacy Master Plan\Calculations\Stormwater Calculations\Stoeppe Override Defaults: Yes Storm Durati0n(hrs): 24.00 Rainfall File: NRCS Type IS Rainfall Amcunt(in): 2.66 Time(hrs) Print Inc(min) .-_-..----- ._.-_.-,-. 30.000 5100 _ __ _ _ _ -- " .................... 'Name: 010y'r ' Filename: P:\1 Indiana\FALCON\01.0552.A.1 - FALCON Legacy Master Plan\Calculaticns\stormwater Cal culations\5toeppel Override Defaults: Yes storm Duration(hra)1 24,00 Rainfall File: NRCS Type 11 Rainfall Amount (in): 3.83 Time(hrs) Print Inc(min) --------------- 30.0005.00 -- Nam : 100yr - Filename: P:\1 Indiana\FALCCN\01.0552.A.1 FALCON Legacy Master Plan,\Calcu1ation2\St0rmwater Calculations\Steepp eA Override Defaults: Yes Storm Duration (hrs): 24.00 Rainfall File: MRCS Type II Rainfall Amount(in): 6.46 Time(hra) Print Inc(min) ----------- ----- 30.000 5.00 Routin...............=.l..ions .�,,... .,. .:,. �.a,.. ... ._.� ............. Name: 002yr Hydrology Sim: 002yr Filename: P:\l Indiana\FALC0N\01.0552.A.1 - FALCON Legacy Master Plan\calculations\Stormwater Calculations\Stoeppe Execute: No Restart: No Alternative: No Max Delta 2(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0,000 Min Calc Time(sec): 5.0000 Boundary stages: Time(hrs) Print Inc(min) --------------- --- 72.000 5.000 Group Run ............... ..... BASE Yes Patch; No Delta Z Factor: 0.10000 End Time (bre): 72.00 Max Cale Time(sec): 60.0000 Boundary Flows: ------------------------------- _--------------- -'------------ Name: 010yr Hydrology Sim: 010yr Filename: P:\l Indiana\FALC0N\01.0552.A.1 - FALCON Legacy Master Plan\Calculations\Stormwater Calculations\Stoeppe Execute: No Restart: No Patch: 140 Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.10000 Time Step Optimizer: 10.000 Fad Time(hrs): 72.00 Start Time(hrs): 0.000 MMax Bale Time (sec): 60.0000 Min Cale Time(aec): 5,0000 Boundary Stages: Boundary Flows! Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 33 of 34 Tire (hrs) ?rint Incimin) --------------- --------------- 12.000 6.0130 Group Run ............ BASE Ye3 ---------------------- ----------------------------------------------------------------------------- sanal lacyr Hydrology Sim; 150YX filename, Pj�j Ui(Xiana\MCON\0j.0552.A.1 - WAT-WN TAOCIF KAB Oxeca" I Tea umtmrts So AlbernatIvel V4 Z43X Z).!!Ita Z(ft)t 1.09 TIMe Step CPtimizer4 14,600 Start Time(hrs)i 0.004 Rin Calc Tim (sec) t S.. 0000 Boundary Stages4 TimOrrs) Priest Tne ......... ............... 72.000 S1040 Group Run ---- --------------- ms's Yes p4itchl No Deltl Z Factort 0.14000 End T ime Or 9) z 72.00 MX CaIC TIMO(SeC)' 64.0000 goundary Flaws Lqter,ow=W Chatnel atid Pond MutWg 1,10del (JCPR) =002 StumI&A. TeehnologW, Inc. Page 34 of 34 Legacy - Stormwater Management Master Plan City of Carmel, Hamilton County, Indiana September 2012 POST -DEVELOPED [CPR 100-YEAR RESULTS (EASTERN SYSTEM INITIAL STAGE 752.0) Legacy Detention System Drainage Report City of Carmel, Indiana Williams Creek Consulting, Inc. 22 0 an k '6 N �1 ul t(){�m�-f h OQL I"1N0011'I Q+�1mNM G�,C' I+tO OtN N P @ N O o W mw�1 Nm nN d r 10 m01n N F1n m mto lDbP @b mN `+"h `+' m'"I O'"1 Itl 04-+ Sri U n 01 w @�D@ m mFMriOa OAP C1m O P mMll'lawl0 r{O1M00 @bmltl rlNMO@r mM MO aOmmM bObO�NMDob L nob O N H✓T m M N M@ d @@bbN w P�rmrl ed ri Oy m m b o n L, Hi t0 MFI d+000 m N ri r ri N N �+ N N �7 N r+ rl +•1 ."1 ri r'I d N rl '1 N +i r'I m 01 'S N N O M aP V+MNAtl+N tD00@ r1 r1NbCf rlN O+O YI riHNNNm W dC+Ov @1Ilm0CI r O r �D b ui D I'S Vi Iti N b b r r 0 +D O +ii m rl Y1 l0 01 b E� fa D m m f�l n N m �o w a O O O 01 M D b L .1 rl ri@14N MrlM ri rl r1 riNN rl ei rl ri r1 rl ii e-I ei r1 rf fl @@ri ri .i ri ,-i .4 rl rl .1N � O $ N m @ONNb V+m at to rl .-1 O1[7MO W Nm+ll lnN 01N rN Na d 1+09+0 VI @.CNNO*b 01 Nrl Il1m W m 0lp tpr d OITNNm O@ O+b Pf O W Z. ri U +DPmri ri lL F1'iMM rPNC1 Q+NbNmd mO PNOat mc1 O1 P 19 P1 P1 r In +O l+1Nb0 W Q1mM I[IM Orim W bm10 m1�iM @r r . d @ d MbN N�NrRf Mul .iM H (7P bri lfl W N II'INNmrNNN brl riAArl rl .'1NHP r1 N N N 00000@ OOODOi'l ll+t•+0+ri U7 G1 �� Nb a @Nmm Iil lcm m r D1D000O0000 E O 4 W 0 0 0 0 o rJ H rNi .N-1 .Ni .N-1 .N-1d HIN-I rN1 rNi .N-A M•4 .4 H N ri liHH A H H r~i MA H.i H M NrNI W R1N N N O'31 Otl+ W l0 pi 4lrOrOl ri NP+I+mM amd Nmw VIm O+O rl@ and W MNMN P M � m mom. 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O.i Ntti lD ri nlN NriNMN+O Pt W ul Y+•D-7 yam. f��H�HHE+H �H HHEi�HHHH H p aHE W wm 4!0]G1 y N�101 G7y ai Nm NVf f!) w 1a .+wti o w we Legacy - Stofmwater Management Master Plan City of Carmel, Hamilton County, Indiana APPENDIX C WET POND OPERATION AND MAINTENANCE PLAN QW1 Mild Legacy Detention System City of Carmel, Indiana September 2012 Williams Creek Consulting, Inc. 23 Legacy - Stormwater Management Master Plan September 2012 City of Carmel, Hamilton County, Indiana CA Introduction This document defines responsibilities for operating, inspecting and maintaining the stormwater wet pond Best Management Practices (BMPs) for the Overall Legacy Detention System in the City of Carmel, Indiana. An annual report will need to be submitted to the City of Carmel Engineering Department, Attn: Storm Water Administrator, One Civic Square, Carmel, IN 40332. An 11x17 BMP location map has been included at the end of this Manual. Legacy lies within a designated wellhead protection area (WHPA). To meet existing water quality regulations and to help address WHPA concerns expressed by local agencies, stormwater basins at Legacy will contain liners designed to manage potential contaminants that may be present within stormwater during infiltratation into the groundwater table. Please refer to the Spill Prevention section of this manual for a listing of possible pollutants and instructions in case of a spill. C.2 Wet Pond Inspections City of Carmel as well as Hamilton County personnel will have the right to enter the premises to perform compliance inspections of all permanent BMPs. However, routine monthly and annual inspection of the wet pond BMPs is the responsibility of the owner. Additional inspections (using the monthly checklist) are required within 48 hours of the end of any significant rainfall event (2 inches or more within 24 hours). Sample monthly inspection logs are included at the end of this Appendix. C.2.1 Monthly Inspections The following areas should be inspected on a monthly basis: Vegetation • Some species of plants are considered invasive and should be eradicated within one month of discovery. Invasive species include reed canary grass (Phalaris arundinacea), purple loosestrife (Lythrum salicaria), common reed (Phragmites australis), and narrowleaf cattail (Typha angustifolia.). Appendix I contains photos of these four common invasive species. • No trees shall be planted in the BMP. If trees appear, they should be removed. • Landscaped area of the banks that are eroded or have exposed bare earth shall be restored to proper grade, stabilized and re -seeded with the appropriate native seed mixtures, Floating Pollutants • Remove all floatable debris. • Note visible pollution such as oily sheens, discoloration, and cloudy or muddy water • Remove shoreline pollution such as trash or oily liquids • Miscellaneous debris Erosion Inspect inlet, outlet, headwall and endwall areas for erosion and undercutting. If erosion is occurring, then additional scour protection measures will need to be employed. • Areas of severe erosion or other conditions that may constitute a public hazard should be corrected as soon as possible and prior to the next monthly inspection. Outlet • All pond outlets shall be inspected and checked for debris and obstructions that disrupt the flow within the storm water management system. If any pipes are obstructed, they must be cleared. Williams Creek Consulting, Inc. 24 Legacy - Stormwater Management Master Plan September 2012 City of Carmel, Hamilton County, Indiana Embankments ® Animal burrows — Burrowing mammals should be controlled or eradicated when present in densities that endanger the integrity of the embankment. Damage caused by their burrowing must be repaired as soon as possible. Any burrowing mammal control effort will need to be carefully planned and executed to avoid negative impacts on adjacent habitats and wildlife. Such measures will be confined to the embankment. Mammals that may be of concern are beavers (Castor canadensis), and muskrat (Ondatra zibethica).— Slope protection failure — Inspect the slopes of the BMP for any sliding or scour protection displacement. Please note location and describe the failure. C.3 Wet Pond Maintenance Maintenance responsibilities shall remain in effect for the life of the BMP from the date the construction is completed. Data sheets are included to evaluate each area of concern. C.3.1 Vegetation Although the wet pond BMP is expected to develop into a dynamic ecosystem that will eventually require little or no vegetation maintenance, some vegetation maintenance will be required in the first 2 years following construction in order to give the new vegetation communities a chance to become well established. Precautionary measures must be taken to prevent invasive species from establishing. These species should be either physically removed or treated with herbicide by qualified plant maintenance professional. Physical removal is strongly preferred above the application of herbicide. If herbicide is used, application must be conducted in compliance with federal, state, and local laws and regulations. Replant or reseed vegetation when damaged, vandalized or removed in compliance to original planting specifications. C.3.2 Aquatic Weeds In some instances, algae and other forms of undesired plant life may become intolerable. They can lead to unpleasant odors and encourage bacterial development. Extremely dense algae and submerged weeds may also cause fish kills as a result of oxygen deprivation. Some ponds may develop problems with microscopic algae and floating weeds, such as duckweed. Herbicide application, copper sulfate, or other approved algae control method is suggested. Any chemical applications must be conducted in compliance with federal, state, and local laws and regulations. C.3.3 Nuisance Wildlife Species In addition to burrowing mammals, geese may be attracted to the wet pond BMPs. Currently, turf grass is proposed around the wet pond fringe areas. Planting native shrubs and ground cover in the buffer area should help to discourage geese by making it more difficult for them to approach the ponds. C.3.4 Rip -Rap Periodic inspection is required of rip rap areas. Look for slumping, displaced rock material, and erosion. Check for accumulated sediment, bank instability, and scour holes. Any areas that have sustained damage shall be promptly restored to comply with original specifications. Williams Creek Consulting, Inc. 25 Legacy - Stormwater Management Master Plan September 2012 City of Carmel, Hamilton County, Indiana C.4 Mowing Plan If turf grass surrounds BMP, once established, turf grass height shall be maintained at a minimum height of four (4) inches to control weeds. Not more than % of the grass leaf shall be removed by the initial cutting or subsequent cutting. Do not mow any live native herbaceous plant area. C.5 Fertilizer No fertilizer is to be used unless soil testing has found specific deficiencies in nutrients. C.6 Herbicide and Pesticide Guidance Throughout the first year, treat any weeds, non-native or invasive species with glyphosate herbicide approved for use around water (Rodeo) by spot -spraying or other means that minimize incidental herbicide drift. Herbicide application should be conducted on, windless days so that the chemical does not spread or volatize. Re -seed and/or replant any die -back resulting from incidental treatment with herbicide. Pre -emergent herbicides to be used on upland areas adjacent to stormwater management BMPs and other native landscape areas without native seed, or at least one year following seed installation, consist of prodiamine herbicides such as Barricade. Pre -emergent herbicides shall not be applied to plantings located in standing water. All herbicides must be applied by State Chemists Office approved applicators and any application must be approved by the City of Carmel Utility Department prior to application. C.5 Signage See Section 5.5 C.6 Spill Response Plan The proposed land use will consist of single family residential houses. The pollutants and sources of each pollutant normally expected from these types of land uses are listed below: • Pollutant Source: Passenger vehicles, delivery vehicles, and trucks o Type of Pollutant: Oil, gasoline, diesel fuel, any hydrocarbon associated with vehicular fuels and lubricants, grease, antifreeze, windshield cleaner solution, brake fluid, brake dust, rubber, glass, metal and plastic fragments, grit, road de-icing materials • Pollutant Source: Residence o Type of Pollutant: Cleaning solutions or solvents, leaks from HVAC equipment, grit from roof drainage, aggregate or rubber fragments from roofing system • Pollutant Source: Trash dumpster o Type of Pollutant: Cleaning solutions or solvents, litter (paper, plastic, general refuse associated with distributions operations), uneaten food products, bacteria • Pollutant Source: Roadway o Type of Pollutant: Any pollutant associated with vehicular sources, grit from asphalt wearing surface, bituminous compounds from periodic maintenance (sealing, resurfacing and patching), pavement de-icing materials, paint fragments from parking stall stripes, concrete fragments, wind-blown litter from off -site sources, and elevated water temperatures from contact with impervious surfaces • Pollutant Source: Lawn and landscape areas o Type of Pollutant: Fertilizers, herbicides, organic material (leaves, mulch, grass clippings) and pesticides. Williams Creek Consulting, Inc. 26 Legacy - Stormwater Management Master Plan City of Carmel, Hamilton County, Indiana September 2012 In case of spill, contact the City of Carmel Fire Department (317-571-2625), City of Carmel Utilities (317- 571-2442), City of Carmel Engineering (317-571-2441), and the IDEM Spill Hotline (317-233-7745). C.7 Responsible Parties The following owner information is responsible for funding and maintenance of the BMP's listed in the manual: Owners Name: Falcon Nest Il, LLC CIO: Platinum Properties, LLC, Tim Walter, PE Owners Address: 9757 Westpoint Drive, Suite 600 Indianapolis, IN 46240 Business Phone: (317) 863-2061 Business Fax: (317) 290-4379 E-mail: twalter@platinum-properties,com Williams Creek Consulting, Inc. 27 Legacy - Stormwater Management Master Plan September 2012 City of Carmel, Hamilton County, Indiana Wet Pond Inspection Checklist Site Name BMP — ID "As Built" Plans Available? Inspection Date Inspection Time Days since Previous Rainfall Depth of Previous Rainfall Inspector Inspector Signature To be Completed by (Date): Williams Creek Consulting, Inc. 28 Legacy - Stormwater Management Master Plan City of Carmel, Hamilton County, Indiana VEGETATED SWALES OPERATION AND MAINTENANCE PLAN Legacy Detention System Hamilton County, Indiana September 2012 Williams Creek Consulting, Inc 29 Legacy - Stormwater Management Master Plan September 2012 City of Carmel, Hamilton County, Indiana DA Introduction This document defines responsibilities for operating, inspecting and maintaining the vegetated swale BMPs within the Legacy Detention System in the City of Carmel, Indiana. The proposed BMPs intend to provide natural and sustainable water quality improvement, passive recreation, and natural habitats to support wildlife and native plants. in order to maintain water quality and vegetative health within the BMPs, inspection and light maintenance activities will be needed. An annual report will need to be submitted to the City of Carmel Engineering Department, Attn: Storm Water Administrator, One Civic Square, Carmel, IN 46032. An 11 x1 7 BMP location map has been included at the end of this Manual. Legacy lies within a designated wellhead protection area (WHPA). To meet existing water quality regulations and to help address WHPA concerns expressed by local agencies, stormwater basins at Legacy will contain liners designed to manage potential contaminants that may be present within stormwater during infiltratation into the groundwater table. Please refer to the Spill Prevention section of this manual for a listing of possible pollutants and instructions in case of a spill. D.2 Vegetated Swale BMP The vegetated swale BMPs were designed to incorporate natural and sustainable water quality improvements into an aesthetically pleasing site landscaping feature. The planting and seeding plans were developed with the goal of providing a diverse, native plant community extending from the bottom of the basin elevations to the 'top of the finished grade. Although the BMPs are expected to develop into dynamic ecosystems that will eventually require little vegetation maintenance, the following inspection, monitoring and maintenance schedule was developed to ensure that the BMPs are properly installed and are developing in accordance with intended design goals. D.3 Monthly Inspections City of Carmel as well as Hamilton County personnel will have the right to enter the premises to perform compliance inspections of all permanent BMPs. However, routine monthly and annual inspection & monitoring of the BMPs are the responsibility of the owner. Sample monthly inspection logs are included in at the end of this Appendix. The following areas should be inspected on a monthly basis for the first two years after construction of the wetland: D.3.1 Vegetation • Vegetation cover should be greater than 85%. • Vegetation should be healthy. • Vegetation species should be consistent with plans. • Some species of plants such as reed canary grass (Phalaris arundinacea), purple loosestrife (Lythrum salicaria), common reed (Phragmites ausfralis), and cattails (Typha spp.) are considered invasive and should be eradicated within one month of discovery. Invasive species will be documented during the monthly inspections according to species, location and approximate percent cover, Photos of these species are included in Appendix E for reference. • Landscaped areas of the banks that are eroded or have exposed bare earth shall be restored to proper grade, stabilized and re -seeded with the appropriate seed mixtures. D.3.2 Pollutants • Remove all floatable debris. • Remove visible pollution such as oily sheens, discoloration, and cloudy or muddy water. • If sediment accumulation is impairing flow of storm water into wet ponds, the sediments should be removed. Williams Creek Consulting, Inc. 30 Legacy - Stormwater Management Master Plan City of Carmel, Hamilton County, Indiana September 2012 D.3.3 Erosion • There should be no exposed earth on banks. • Other evidence of erosion will be noted • Areas of severe erosion or other conditions that may constitute a public hazard will be corrected as soon as possible and prior to the next monthly inspection. DA Annual Monitoring Annual monitoring will be performed for three years after construction to document the development of the BMP. The following information will be collected as part of the annual monitoring. • A letter report will be issued that includes monitoring forms, a summary of monthly inspections, and recommendations for routine or special maintenance activities. D.5 Maintenance Maintenance responsibilities shall remain in effect for the life of the BMP from the date the construction is completed. If regular inspection and maintenance guidelines are not followed, the BMP may fail to attain water quality objectives set forth in the City of Carmel regulations. D.5.1 Vegetation A species rich community of emergent macrophytes will be planted in the portions of the constructed wetland below the normal pool elevation. Although the constructed wetland BMP is expected to develop into a dynamic ecosystem that will eventually require little or no vegetation maintenance, some vegetation maintenance will be required in the first 2 years following construction in order to give the new vegetation communities a chance to become well established. If the inspection and monitoring indicates the presence of invasive species, measures will need to be taken to prevent these species from establishing themselves in the new BMP. These species should be either physically removed or treated with herbicide by qualified native wetland plant maintenance professional. Physical removal is strongly preferred above the application of herbicide. If herbicide is used, it must be applied by State Chemists Office approved applicators and any application must be approved by the City of Carmel Utility Department prior to application. Replant or reseed vegetation when damaged, vandalized or removed, in compliance to original planting specifications. D.5.2 Debris • Debris shall be removed from the constructed wetland BMP in order to maintain a functioning and aesthetically pleasing landscape feature. D.5.3 Nuisance Animals • Burrowing mammals should be controlled or eradicated when present in densities that endanger the integrity of the embankment. Damage caused by their burrowing must be repaired as soon as possible. Any burrowing mammal control effort will need to be carefully planned and executed to avoid negative impacts on adjacent habitats and wildlife. Such measures will be confined to the embankment. Removal of burrowing mammals in other areas of the wetland may not be necessary. Mammals that may be of concern are beavers (Castor canadensis), and muskrat (Ondatra zibethica • If animals are burrowing into the berm areas, then a certified wildlife damage control expert should be contacted to remove the beavers and/or dam, and muskrats. • The dense wetland vegetation proposed would not be an attractive habitat for geese since they prefer open water and mowed vegetation. D.5.4 Outlets and Forebays • Outlets — All outlets shall be inspected and checked for debris and obstructions which disrupts the flow within the BMP. If any pipes are obstructed, they must be cleared. Williams Creek Consulting, Inc. 31 Legacy - Stormwater Management Master Plan September 2012 City of Carmel, Hamilton County, Indiana D.6 Summary The objective of the operation and maintenance manual is to assist the owner of the Stormwater BMPs in operating, inspecting and maintaining the Constructed Wetlands for the Legacy development located in the City of Carmel, Indiana. An Inspection Checklist is included at the end of this Appendix to ensure that all the required maintenance is conducted to maintain the integrity and design features of the wetland BMPs. D.7 Mowing Plan If turf grass surrounds BMP, once established, turf grass height shall be maintained at a minimum height of four (4) inches to control weeds. Not more than % of the grass leaf shall be removed by the initial cutting or subsequent cutting. Do not mow any live native herbaceous plant area. D.8 Fertilizer No fertilizer is to be used unless soil testing has found specific deficiencies in nutrients. D.9 Herbicide and Pesticide Guidance Throughout the first year, treat any weeds, non-native or invasive species with glyphosate herbicide approved for use around water (Rodeo) by spot -spraying or other means that minimize incidental herbicide drift. Herbicide application should be conducted on, windless days so that the chemical does not spread or voiatize. Re -seed and/or replant any die -back resulting from incidental treatment with herbicide. Pre -emergent herbicides to be used on upland areas adjacent to stormwater management BMPs and other native landscape areas without native seed, or at least one year following seed installation, consist of prodiamine herbicides such as Barricade. Pre -emergent herbicides shall not be applied to plantings located in standing water. All herbicides must be applied by State Chemists Office approved applicators and any application must be approved by the City of Carmel Utility Department prior to application. D.10 Signage See Section 5.5 D.11 Spill Response Plan The proposed land use will consist of single family residential houses. The pollutants and sources of each pollutant normally expected from these types of land uses are listed below: • Pollutant Source: Passenger vehicles, delivery vehicles, and trucks o Type of Pollutant: Oil, gasoline, diesel fuel, any hydrocarbon associated with vehicular fuels and lubricants, grease, antifreeze, windshield cleaner solution, brake fluid, brake dust, rubber, glass, metal and plastic fragments, grit, road de-icing materials • Pollutant Source: Residence o Type of Pollutant: Cleaning solutions or solvents, leaks from HVAC equipment, grit from roof drainage, aggregate or rubber fragments from roofing system • Pollutant Source: Trash dumpster o Type of Pollutant: Cleaning solutions or solvents, litter (paper, plastic, general refuse associated with distributions operations), uneaten food products, bacteria • Pollutant Source: Roadway Williams Creek Consulting, Inc. 32 Legacy - Stormwater Management Master Plan City of Carmel, Hamilton County, Indiana September 2012 o Type of Pollutant: Any pollutant associated with vehicular sources, grit from asphalt wearing surface, bituminous compounds from periodic maintenance (sealing, resurfacing and patching), pavement de-icing materials, paint fragments from parking stall stripes, concrete fragments, wind-blown litter from off -site sources, and elevated water temperatures from contact with impervious surfaces m Pollutant Source: Lawn and landscape areas o Type of Pollutant: Fertilizers, herbicides, organic material (leaves, mulch, grass clippings) and pesticides. In case of spill, contact the City of Carmel Fire Department (317-571-2625), City of Carmel Utilities (317- 571-2442), City of Carmel Engineering (317-571-2441), and the IDEM Spill Hotline (317-233-7745). D.12 Responsible Parties The following owner information is responsible for funding and maintenance of the BMP's listed in the manual: Owners Name: Falcon Nest 11, LLC C/O: Platinum Properties, LLC, Tim Waiter, PE Owners Address: 9757 Westpoint Drive, Suite 600 Indianapolis, IN 46240 Business Phone: (317) 863-2061 Business Fax: (317) 290-4379 E-mail: twaiter@platinum-properties.com Williams Creek Consulting, Inc. 33 Legacy - Stormwater Management Master Plan City of Carmel, Hamilton County, Indiana Vegetated Swales Inspection Checklist Site Name BMP — ID "As Built" Plans Available? _ Inspection Date Days since Previous Rainfall Inspector . Inspection Time Depth of Previous Rainfall _ Inspector Signature _ September 2012 Williams Creek Consulting, Inc. 34 Legacy - Stormwater Management Master Plan City of Carmel, Hamilton County, Indiana APPENDIX E CONSTRUCTED WETLANDS OPERATION AND MAINTENANCE PLAN (CW1) Legacy Detention System Drainage Report Hamilton County, Indiana September 2012 Williams Creek Consulting, Inc. 35 Legacy - Stom7water Management Master Plan September 2012 City of Carmel, Hamilton County, Indiana E.1 Introduction This document defines responsibilities for operating, inspecting and maintaining the stormwater Constructed Wetland Best Management Practices (BMPs) within and/or impacted by The Legacy Master Infrastructure Phase 2 construction plans in Carmel, Indiana. An annual report will need to be submitted to the City of Carmel Engineering Department, Attn: Storm Water Administrator, One Civic Square, Carmel, IN 46032. The 11x17 BMP location map identifies the location of Constructed Wetland(s) associated with the Construction Plan. A variety of mechanisms are responsible for improving the water quality of stormwater runoff in constructed wetlands. Wetlands provide physical attenuation of flow velocity and reduce stormwater volumes by evapotranspiration. Plant leaves and stems trap fine sediments and provide surfaces for establishment of biofilms on which chemical treatment and physical flocculation can occur. Plants, and the microbes attached to them, take up nutrients in stormwater runoff. Treatment effectiveness for sediment and nitrogen removal can increase as a constructed wetland matures, and plant growth becomes robust; on the other hand, a wetland's capacity for phosphorus removal can decrease with time. Precipitation of metals and phosphorus occurs in wetlands according to the combined influences of oxidation/reduction, pH, and the presence of metal cations. Legacy lies within a designated wellhead protection area (WHPA). To meet existing water quality regulations and to help address WHPA concerns expressed by local agencies, stormwater basins at Legacy will contain liners designed to manage potential contaminants that may be present within stormwater during infiltratation into the groundwater table. Please refer to the Spill Prevention section of this manual for a listing of possible pollutants and instructions in case of a spill. E.2 Construction Wetland BMP The constructed wetland BMPs were designed to incorporate natural and sustainable water quality improvements into an aesthetically pleasing site landscaping feature. The planting and seeding plans were developed with the goal of providing a diverse, native plant community extending from the bottom of the basin elevations to the top of the finished grade. Although the constructed wetland BMPs are expected to develop into dynamic ecosystems that will eventually require little or no vegetation maintenance, the following inspection, monitoring and maintenance schedule was developed to ensure that the BMPs are properly installed and are developing in accordance with intended design goals. E.3 Monthly Inspections The City of Carmel as well as Hamilton County personnel will have the right to enter the premises to perform compliance inspections of all permanent BMPs. However, routine monthly and annual inspection & monitoring of the Constructed Wetland BMPs are the responsibility of the owner. Sample monthly inspection logs are included in this manual. The following areas should be inspected on a monthly basis for the first two years after construction of the wetland: E.3.1 Vegetation • Vegetation cover should be greater than 85%. • Vegetation should be healthy. • Vegetation species should be consistent with plans. • Some species of plants such as reed canary grass (Phalaris arundinacea), purple loosestrife (Lythrum salicaria), common reed (Phragmites australis), and cattails (Typha spp.) are considered Williams Creek Consulting, inc. 36 Legacy - Stormwater Management Master Plan City of Carmel, Hamilton County, Indiana September 2012 invasive and should be eradicated within one month of discovery. Invasive species will be documented during the monthly inspections according to species, location and approximate percent cover. Photos of these species are included in Appendix E for reference. No trees shall be planted in the BMP. If volunteer tree species are observed, they should be documented in the inspection forms for removal. Landscaped areas of the banks that are eroded or have exposed bare earth shall be restored to proper grade, stabilized and re -seeded with the appropriate seed mixtures. E.3.2 Pollutants • Remove all floatable debris. • Remove visible pollution such as oily sheens, discoloration, and cloudy or muddy water. • If sediment accumulation is impairing flow of storm water into wet ponds, the sediments should be removed. E.3.3 Erosion • There should be no exposed earth on banks. • Other evidence of erosion will be noted • Areas of severe erosion or other conditions that may constitute a public hazard will be corrected as soon as possible and prior to the next monthly inspection. EA Annual Monitoring Annual monitoring will be performed for three years after construction to document the development of the constructed wetland in accordance with the construction documents. The following information will be collected as part of the annual monitoring. • A letter report will be issued that includes monitoring forms, a summary of monthly inspections, and recommendations for routine or special maintenance activities. E.5 Maintenance Maintenance responsibilities shall remain in effect for the life of the BMP from the date the construction is completed. If regular inspection and maintenance guidelines are not followed, the BMP may fail to attain water quality objectives set forth in the City of Carmel regulations. E.5.1 Vegetation A species rich community of emergent macrophytes will be planted in the portions of the constructed wetland below the normal pool elevation. Although the constructed wetland BMP is expected to develop into a dynamic ecosystem that will eventually require little or no vegetation maintenance, some vegetation maintenance will be required in the first 2 years following construction in order to give the new vegetation communities a chance to become well established. If the inspection and monitoring indicates the presence of invasive species, measures will need to be taken to prevent these species from establishing themselves at the new BMP. These species should be either physically removed or treated with herbicide by qualified native wetland plant maintenance professional. Physical removal is strongly preferred above the application of herbicide. If herbicide is used, it must be applied by State Chemists Office approved applicators and any application must be approved by the City of Williams Creek Consulting, Inc. 37 Legacy - Sto+mwater Management Master Plan September 2012 City of Carmel, Hamilton County, Indiana Carmel Utility Department prior to application. Replant or reseed vegetation when damaged, vandalized or removed, in compliance to original planting specifications. E.5.2 Debris • Debris shall be removed from the constructed wetland BMP in order to maintain a functioning and aesthetically pleasing landscape feature. E.5.3 Nuisance Animals • Burrowing mammals should be controlled or eradicated when present in densities that endanger the integrity of the embankment. Damage caused by their burrowing must be repaired as soon as possible. Any burrowing mammal control effort will need to be carefully planned and executed to avoid negative impacts on adjacent habitats and wildlife. Such measures will be confined to the embankment. Removal of burrowing mammals in other areas of the wetland may not be necessary. Mammals that may be of concern are beavers (Castor canadensis), and muskrat (Ondatra zibethica • If animals are burrowing into the berm areas, then a certified wildlife damage control expert should be contacted to remove the beavers and/or dam, and muskrats. • The dense wetland vegetation proposed would not be an attractive habitat for geese since they prefer open water and mowed vegetation. E.5.4 Outlets and Forebays • Outlets — All outlets shall be inspected and checked for debris and obstructions which disrupts the flow within the BMP. If any pipes are obstructed, they must be cleared. E.6 Summary The objective of the operation and maintenance manual is to assist the owner of the Stormwater BMPs in operating, inspecting and maintaining the Constructed Wetlands. An Inspection Checklist is included to ensure that all the required maintenance is conducted to maintain the integrity and design features of the wetland BMPs. E.7 Mowing Plan If turf grass surrounds BMP, once established, turf grass height shall be maintained at a minimum height of four (4) inches to control weeds. Not more than ''/z of the grass leaf shall be removed by the initial cutting or subsequent cutting. Do not mow any live native herbaceous plant area. E.8 Fertilizer No fertilizer is to be used unless soil testing has found specific deficiencies in nutrients. E.9 Herbicide and Pesticide Guidance Throughout the first year, treat any weeds, non-native or invasive species with glyphosate herbicide approved for use around water (Rodeo) by spot -spraying or other means that minimize incidental herbicide drift. Herbicide application should be conducted on, windless days so that the chemical does not spread or volatize. Re -seed and/or replant any die -back resulting from incidental treatment with herbicide. Pre -emergent herbicides to be used on upland areas adjacent to stormwater management BMPs and other native landscape areas without native seed, or at least one year following seed installation, consist of Williams Creek Consulting, Inc. 38 Legacy - Stormwater Management Master Plan City of Carmel, Hamilton County, Indiana September 2012 prodiamine herbicides such as Barricade. Pre -emergent herbicides shall not be applied to plantings located in standing water. All herbicides must be applied by State Chemists Office approved applicators and any application must be approved by the City of Carmel Utility Department prior to application. E.10 Signage See Section 5.5 EA 1 Spill Response Plan The proposed land use will consist of single family residential houses. The pollutants and sources of each pollutant normally expected from these types of land uses are listed below: • Pollutant Source: Passenger vehicles, delivery vehicles, and trucks o Type of Pollutant: Oil, gasoline, diesel fuel, any hydrocarbon associated with vehicular fuels and lubricants, grease, antifreeze, windshield cleaner solution, brake fluid, brake dust, rubber, glass, metal and plastic fragments, grit, road de-icing materials • Pollutant Source: Residence o Type of Pollutant: Cleaning solutions or solvents, leaks from HVAC equipment, grit from roof drainage, aggregate or rubber fragments from roofing system • Pollutant Source: Trash dumpster o Type of Pollutant: Cleaning solutions or solvents, litter (paper, plastic, general refuse associated with distributions operations), uneaten food products, bacteria • Pollutant Source: Roadway o Type of Pollutant: Any pollutant associated with vehicular sources, grit from asphalt wearing surface, bituminous compounds from periodic maintenance (sealing, resurfacing and patching), pavement de-icing materials, paint fragments from parking stall stripes, concrete fragments, wind-blown litter from off -site sources, and elevated water temperatures from contact with impervious surfaces • Pollutant Source: Lawn and landscape areas o Type of Pollutant: Fertilizers, herbicides, organic material (leaves, mulch, grass clippings) and pesticides. In case of spill, contact the City of Carmel Fire Department (317-571-2625), City of Carmel Utilities (317- 571-2442), City of Carmel Engineering (317-571-2441), and the iDEM Spill Hotline (317-233-7745). E.12 Responsible Parties The following owner information is responsible for funding and maintenance of the BMP's listed in the manual: Owners Name: Falcon Nest 11, LLC CIO: Platinum Properties, LLC, Tim Walter, PE Owners Address: 9757 Westpoint Drive, Suite 600 Indianapolis, IN 46240 Business Phone: (317) 863-2061 Business Fax: (317) 290-4379 E-mail: twalter@platinum-properties.com Williams Creek Consulting, Inc. 39 Legacy - Stormwater Management Master Plan City of Carmel, Hamilton County, Indiana Constructed Wetland Inspection Checklist Site Name BMP — ID "As Built" Plans Available? _ Inspection Date Days since Previous Rainfall Inspector Overflow Devices Inspect Overflow Devices Other: To be Completed by (Date): Inspection Time Depth of Previous Rainfall _ Inspector Signature _ September 2012 Williams Creek Consulting, Inc. 40 Legacy - Stormwater Management Master Plan City of Carmel, Hamilton County, Indiana "TUNM OPERATION AND MAINTENANCE PLAN Legacy Detention System Drainage Report September 2012 Williams Greek Consulting, Inc. 41 Legacy - Stormwater Management Master Plan September 2012 City of Carmel, Hamilton County, Indiana FA Introduction This document defines responsibilities for operating, inspecting and maintaining the Dry Detention Best Management Practices (BMPs) within and/or impacted by The Legacy Master Infrastructure Phase 2 construction plans within Carmel, Indiana. An annual report will need to be submitted to the City of Carmel Engineering Department, Attn: Storm Water Administrator, One Civic Square, Carmel, IN 46032. The 11x17 BMP location map identifies the location of the Dry Detention facility associated with the Phase 11 Construction Plan. Legacy lies within a designated wellhead protection area (WHPA). To meet existing water quality regulations and to help address WHPA concerns expressed by local agencies, stormwater basins at Legacy will contain liners designed to manage potential contaminants that may be present within stormwater during infiltratation into the groundwater table. Please refer to the Spill Prevention section of this manual for a listing of possible pollutants and instructions in case of a spill. F.2 Dry Detention City of Carmel as well as Hamilton County personnel will have the right to enter the premises to perform compliance inspections of all permanent BMPs. However, routine monthly and annual inspection of the dry detention BMP is the responsibility of the owner. Additional inspections (using the monthly checklist) are required within 48 hours of the end of any significant rainfall event (2 inches or more within 24 hours). Sample monthly inspection logs are included within this manual. F.3 Monthly Inspections The following areas should be inspected on a monthly basis: Vegetation • Some species of plants are considered invasive and should be eradicated within one month of discovery. Invasive species include reed canary grass (Phalaris arundinacea), purple loosestrife (Lythrum saficaria), common reed (Phragmites australis), and narrowleaf cattail (Typha angustifolia.). The Appendix contains photos of these four common invasive species. • If invasive volunteer trees appear, they should be documented for removal. • Landscaped area of the banks that are eroded or have exposed bare earth shall be restored to proper grade, stabilized and re -seeded with the appropriate native seed mixtures. Floating Pollutants • Remove all floatable debris. • Note visible pollution such as oily sheens, discoloration, and cloudy or muddy water • Remove shoreline pollution such as trash or oily liquids • Miscellaneous debris Erosion Inspect inlet, outlet, headwall and endwall areas for erosion and undercutting. If erosion is occurring, then additional scour protection measures will need to be employed. Areas of severe erosion or other conditions that may constitute a public hazard should be corrected as soon as possible and prior to the next monthly inspection. Outlet Williams Creek Consulting, Inc. 42 Legacy - Stormwater Management Master Plan September 2012 City of Carmel, Hamilton County, Indiana ® All pond outlets shall be inspected and checked for debris and obstructions that disrupt the flow within the storm water management system. If any pipes are obstructed, they must be cleared. 11 f Animal burrows — Burrowing mammals should be controlled or eradicated when present in densities that endanger the integrity of the embankment. Damage caused by their burrowing must be repaired as soon as possible. Any burrowing mammal control effort will need to be carefully planned and executed to avoid negative impacts on adjacent habitats and wildlife. Such measures will be confined to the embankment. Mammals that may be of concern are beavers (Castor canadensis), and muskrat (Ondatra zibethica). . Slope protection failure — Inspect the slopes of the BMP for any sliding or scour protection displacement. Please note location and describe the failure. F.4 Maintenance Maintenance responsibilities shall remain in effect for the life of the BMP from the date the construction is completed. Data sheets are included to evaluate each area of concern. F,4,1 Vegetation Although the Dry Detention BMP is expected to develop into a system that will eventually require little or no vegetation maintenance, some vegetation maintenance will be required in the first 2 years following construction in order to give the new vegetation communities a chance to become well established. Precautionary measures must be taken to prevent invasive species from establishing. These species should be either physically removed or treated with herbicide by qualified plant maintenance professional. Physical removal is strongly preferred above the application of herbicide. If herbicide is used, it must be applied by State Chemists Office approved applicators and any application must be approved by the City of Carmel Utility Department prior to application. Replant or reseed vegetation when damaged, vandalized or removed in compliance to original planting specifications. F.4.2 Rip -Rap Periodic inspection is required of rip rap areas. Look for slumping, displaced rock material, and erosion. Check for accumulated sediment, bank instability, and scour holes. Any areas that have sustained damage shall be promptly restored to comply with original specifications. F.5 Mowing Plan If turf grass surrounds BMP, once established, turf grass height shall be maintained at a minimum height of four (4) inches to control weeds. Not more than Y2 of the grass leaf shall be removed by the initial cutting or subsequent cutting. Do not mow any live native herbaceous plant area. F.6 Fertilizer No fertilizer is to be used unless soil testing has found specific deficiencies in nutrients. Williams Creek Consulting, Inc. 43 Legacy - Stormwater Management Master Plan September 2012 City of Carmel, Hamilton County, Indiana F.7 Herbicide and Pesticide Guidance Throughout the first year, treat any weeds, non-native or invasive species with glyphosate herbicide approved for use around water (Rodeo) by spot -spraying or other means that minimize incidental herbicide drift. Herbicide application should be conducted on, windless days so that the chemical does not spread or volatize. Re -seed and/or replant any die -back resulting from incidental treatment with herbicide. Pre -emergent herbicides to be used on upland areas adjacent to stormwater management BMPs and other native landscape areas without native seed, or at least one year following seed installation, consist of prodiamine herbicides such as Barricade. Pre -emergent herbicides shall not be applied to plantings located in standing water. All herbicides must be applied by State Chemists Office approved applicators and any application must be approved by the City of Carmel Utility Department prior to application. F.8 Signage See Section 5.5 F.9 Spill Response Plan The proposed land use will consist of single family residential houses. The pollutants and sources of each pollutant normally expected from these types of land uses are listed below: ® Pollutant Source: Passenger vehicles, delivery vehicles, and trucks o Type of Pollutant: Oil, gasoline, diesel fuel, any hydrocarbon associated with vehicular fuels and lubricants, grease, antifreeze, windshield cleaner solution, brake fluid, brake dust, rubber, glass, metal and plastic fragments, grit, road de-icing materials ® Pollutant Source: Residence o Type of Pollutant: Cleaning solutions or solvents, leaks from HVAC equipment, grit from roof drainage, aggregate or rubber fragments from roofing system ® Pollutant Source: Trash dumpster o Type of Pollutant: Cleaning solutions or solvents, litter (paper, plastic, general refuse associated with distributions operations), uneaten food products, bacteria ® Pollutant Source: Roadway o Type of Pollutant: Any pollutant associated with vehicular sources, grit from asphalt wearing surface, bituminous compounds from periodic maintenance (sealing, resurfacing and patching), pavement de-icing materials, paint fragments from parking stall stripes, concrete fragments, wind-blown litter from off -site sources, and elevated water temperatures from contact with impervious surfaces • Pollutant Source: Lawn and landscape areas o Type of Pollutant: Fertilizers, herbicides, organic material (leaves, mulch, grass clippings) and pesticides. Williams Creek Consulting, Inc. 44 Legacy - Stormwater Management Master Plan City of Carmel, Hamilton County, Indiana September 2012 In case of spill, contact the City of Carmel Fire Department (317-571-2625), City of Carmel Utilities (317- 571-2442), City of Carmel Engineering (317-571-2441), and the IDEM Spill Hotline (317-233-7745). F,10 Responsible Parties The following owner information manual: is responsible for funding and maintenance of the BMP's listed in the Owners Name: Falcon Nest Il, LLC CIO: Platinum Properties, LLC, Tim Waiter, PE Owners Address: 9757 Westpoint Drive, Suite 600 Indianapolis, IN 46240 Business Phone: (317) 863-2061 Business Fax: (317) 290-4379 E-mail: twalter@platinum-properties.com Williams Creek Consulting, Inc. 45 Legacy - Stormweter Management Master Plan City of Carmel, Hamilton County, Indiana Dry Detention Inspection Checklist Site Name BMP — ID "As Built" Plans Available? _ Inspection Date Days since Previous Rainfall Inspector To be Completed by (Date): Inspection Time Depth of Previous Rainfall _ Inspector Signature _ September 2012 Williams Creek Consulting, Inc. 46 Legacy - Stormwater Management Master Plan City of Carmel, Hamilton County, Indiana FILTER STRIP OPERATION AND MAINTENANCE PLAN mwmF�• !i'I Legacy Detention System MUM= Hamilton County, Indiana September 2012 Williams Creek Consulting, Inc. 47 Legacy - Stormwater Management Master Plan September 2012 City of Carmel, Hamilton County, Indiana G.1 Introduction This document defines responsibilities for operating, inspecting and maintaining the Filter Strip Best Management Practices (BMPs) within and/or impacted by The Legacy Master Infrastructure Phase 2 construction plans within Carmel, Indiana. An annual report will need to be submitted to the City of Carmel Engineering Department, Attn: Storm Water Administrator, One Civic Square, Carmel, IN 46032. The 11x17 BMP location map identifies the location of the Dry Detention facility associated with the Phase II Construction Plan. Legacy lies within a designated wellhead protection area (WHPA). To meet existing water quality regulations and to help address WHPA concerns expressed by local agencies, stormwater basins at Legacy will contain liners designed to manage potential contaminants that may be present within stormwater during infiltratation into the groundwater table. Please refer to the Spill Prevention section of this manual for a listing of possible pollutants and instructions in case of a spill. G.2 Filter Strip City of Carmel as well as Hamilton County personnel will have the right to enter the premises to perform compliance inspections of all permanent BMPs. However, routine monthly and annual inspection of the filter strip BMP is the responsibility of the owner. Additional inspections (using the monthly checklist) are required within 48 hours of the end of any significant rainfall event (2 inches or more within 24 hours). Sample monthly inspection logs are included within this manual. G.3 Monthly Inspections The following areas should be inspected on a monthly basis: Vegetation Some species of plants are considered invasive and should be eradicated within one month of discovery. Invasive species include reed canary grass (Phalaris arundinacea), purple loosestrife (Lythrum salicaria), common reed (Phragmites australis), and narrowleaf cattail (Typha angustifolia.). The Appendix contains photos of these four common invasive species. If invasive volunteer trees appear, they should be documented for removal. Landscaped area of the banks that are eroded or have exposed bare earth shall be restored to proper grade, stabilized and re -seeded with the appropriate native seed mixtures. Williams Creek Consulting, Inc. 48 Legacy - Stormwater Management Master Plan City of Carmel, Hamilton County, Indiana Floating Pollutants • Remove all floatable debris. September 2012 • Note visible pollution such as oily sheens, discoloration, and cloudy or muddy water • Remove shoreline pollution such as trash or oily liquids • Miscellaneous debris Erosion • Inspect inlet, outlet, headwall and endwall areas for erosion and undercutting. If erosion is occurring, then additional scour protection measures will need to be employed. • Areas of severe erosion or other conditions that may constitute a public hazard should be corrected as soon as possible and prior to the next monthly inspection. Embankments • Animal burrows — Burrowing mammals should be controlled or eradicated when present in densities that endanger the integrity of the embankment. Damage caused by their burrowing must be repaired as soon as possible. Any burrowing mammal control effort will need to be carefully planned and executed to avoid negative impacts on adjacent habitats and wildlife. Such measures will be confined to the embankment. Mammals that may be of concern are beavers (Castor canadensis), and muskrat (Ondatra zibethica). . Slope protection failure — Inspect the slopes of the BMP for any sliding or scour protection displacement. Please note location and describe the failure. G.4 Maintenance Maintenance responsibilities shall remain in effect for the life of the BMP from the date the construction is completed. Data sheets are included to evaluate each area of concern. G.5 Mowing Plan If turf grass surrounds BMP, once established, turf grass height shall be maintained at a minimum height of four (4) inches to control weeds. Not more than '/z of the grass leaf shall be removed by the initial cutting or subsequent cutting. Do not mow any live native herbaceous plant area. G.6 Fertilizer No fertilizer is to be used unless soil testing has found specific deficiencies in nutrients. Williams Creek Consulting, Inc. 49 Legacy - Stormwater Management Master Plan September 2012 City of Carmel, Hamilton County, Indiana G.7 Herbicide and Pesticide Guidance Throughout the first year, treat any weeds, non-native or invasive species with glyphosate herbicide approved for use around water (Rodeo) by spot -spraying or other means that minimize incidental herbicide drift. Herbicide application should be conducted on, windless days so that the chemical does not spread or volatize. Re -seed and/or replant any die -back resulting from incidental treatment with herbicide. Pre -emergent herbicides to be used on upland areas adjacent to stormwater management BMPs and other native landscape areas without native seed, or at least one year following seed installation, consist of prodiamine herbicides such as Barricade. Pre -emergent herbicides shall not be applied to plantings located in standing water. All herbicides must be applied by State Chemists Office approved applicators and any application must be approved by the City of Carmel Utility Department prior to application. G.8 Signage See Section 5.5 G.9 Spill Response Plan The proposed land use will consist of single family residential houses. The pollutants and sources of each pollutant normally expected from these types of land uses are listed below: • Pollutant Source: Passenger vehicles, delivery vehicles, and trucks o Type of Pollutant: Oil, gasoline, diesel fuel, any hydrocarbon associated with vehicular fuels and lubricants, grease, antifreeze, windshield cleaner solution, brake fluid, brake dust, rubber, glass, metal and plastic fragments, grit, road de-icing materials • Pollutant Source: Residence o Type of Pollutant: Cleaning solutions or solvents, leaks from HVAC equipment, grit from roof drainage, aggregate or rubber fragments from roofing system • Pollutant Source: Trash dumpster o Type of Pollutant: Cleaning solutions or solvents, litter (paper, plastic, general refuse associated with distributions operations), uneaten food products, bacteria • Pollutant Source: Roadway o Type of Pollutant: Any pollutant associated with vehicular sources, grit from asphalt wearing surface, bituminous compounds from periodic maintenance (sealing, resurfacing and patching), pavement de-icing materials, paint fragments from parking stall stripes, concrete fragments, wind-blown litter from off -site sources, and elevated water temperatures from contact with impervious surfaces • Pollutant Source: Lawn and landscape areas o Type of Pollutant: Fertilizers, herbicides, organic material (leaves, mulch, grass clippings) and pesticides. Williams Creek Consulting, Inc. 50 Legacy - Stormwater Management Master Plan City of Carmel, Hamilton County, Indiana September 2012 In case of spill, contact the City of Carmel Fire Department (317-571-2625), City of Carmel Utilities (317- 571-2442), City of Carmel Engineering (317-571-2441), and the IDEM Spill Hotline (317-233-7745). G.10 Responsible Parties The following owner information is responsible for funding and maintenance of the BMP's listed in the manual: Owners Name: Falcon Nest ll, LLC C/O: Platinum Properties, LLC, Tim Walter, PE Owners Address: 9757 Westpoint Drive, Suite 600 Indianapolis, IN 46240 Business Phone: (317) 863-2061 Business Fax: (317) 290-4379 E-mail• twalter@platinum-properties.com Williams Creek Consulting, Inc. 51 Legacy - Stommwrater Management Master Plan City of Carmel, Hamilton County, Indiana Filter Strips Inspection Checklist Site Name BMP — ID "As Built" Plans Available? _ Inspection Date Days since Previous Rainfall Inspector . Inspection Time Depth of Previous Rainfall _ Inspector Signature September 2012 Williams Creek Consulting, Inc. 52 Legacy - Stormwater Management Master Plan City of Carmel, Hamilton County, Indiana APPENDIX H INVASIVE SPECIES PHOTOS Legacy Detention System Drainage Report Hamilton County, Indiana September 2012 Williams Creek Consulting, Inc. 53 Legacy - Stormwater Management Master Plan City of Carmel, Hamilton County, Indiana PHOTOS OF INVASIVE PLANT SPECIES Typha angustifolia - Narrowleaf Cattail Phalaris arundinacea — Reed Canary grass September 2012 Lythrum salicaria - Purple Loosestrife Phragmites australis - Common Reed Williams Creek Consulting, Inc. 54 Legacy - Stormwater Management Master Plan City of Carmel, Hamilton County, Indiana Below is a list of invasive species that may be found within the vegetated areas: • Asian Bush Honeysuckle • Autumn Olive • Black Locust • Buckthron • Chinese Silvergrass • Common Reed • Creeping Charlie • Creeping Jenny • Crown Vetch • Dame's Rocket • Japanese Hedge Parsley • Japanese Honeysuckle • Japanese Knotweed • Muitiflora Rose • Norrray Maple • Periwinkle • Privet • Purple Lossestrife • Purple Winter Creeper • Reed Canary Grass • Russian Olive • Siberian Elm • Smooth Brome • Star -of -Bethlehem • Sweet Clover • Tail Fescue • Tree -of -Heaven • White Mulberry • Winged Burning Bush The link below is an exhaustive list of Indiana's Invasive Plants: http://extension. entm. purdue. edu/CAPSI September 2012 Williams Creek Consulting, Inc. 55 N FIGURE 1 PWared for. 919 North East Street SITE LOCATION MAP East Carmel, LLC Indianapolis, IN 46242 (Fishers Quadrangle) Tel: 317-423.0690 Fax:317-42M696 The Legacy °�° "° cue I]LI.IAMS CREEK NTS Hamilton County, Indiana 01.0552.A.1 Sept. 10, 2912 [ONSULTMG PERMANENT BENCHMARKS BENCHMARK #1 A STANDARD USGS DISK IN CONCRETE STAMPED "95 RHP 752 1951" AT THE NORTHWEST CORNER OF 146TH STREET AND NORFOLK AND WESTERN RAILROAD, 18.5 FEET NORTH OF THE CENTERLINE OF 146TH STREET. ELEVATION: 751.46' (NGVD 1929) BENCHMARK #2 (TSC PROJECT NUMBER 5271.002): TOP OF THE WEST ANCHOR BOLT ON METAL TRAFFIC POLE, SW. QUADRANT OF 146TH STREET AND RIVER ROAD. ELEVATION: 760.79' (NGVD 1929) S & A TEMPORARY BENCHMARKS: TBM i A BRONZE DISC SET IN THE EASTERN HEADWALL OF A CULVERT, 2.5 FEET SOUTH OF THE NORTH END OF HEADWALL, SAID CULVERT IS ALONG RIVER ROAD AND 1100 FEET + NORTHEAST OF THE EN- TRANCE TO PRAIRIE TRACT ELEMENTARY SCHOOL. DISC STAMPED "HAM 25 1964" ELEVATION: 749.52' (NGVD 1929) TBM 2 A COPPERWELD AT THE RADIUS POINT OF ARCADIAN COURT. ELEVATION: 771.54' (NGVD 1929) TBM 3 A RAILROAD SPIKE SET 1 FOOT UP ON THE SOUTH SIDE OF POWER POLE NUMBER HM 14261, 20 FEET SOUTH OF SOUTH CURB OF 146TH STREET, 1150 FEET + EAST OF CHERRY TREE ROAD. ELEVATION: 785.49' (NGVD 1929) TBM 4 A RAILROAD SPIKE SET 1 FOOT UP ON THE SOUTH SIDE OF POWER POLE NUMBER HM 14273, 20 FEET SOUTH OF SOUTH CURB OF 146TH STREET, 630 FEET + WEST OF GREYLAN PLACE. ELEVATION: 759.73' (NGVD 1929) TBM 5 A COPPERWELD AT THE CENTERLINE INTERSECTION OF SETTLER'S RIDGE AND STAGHORN COURT. ELEVATION: 757.78' (NGVD 1929) TBM 6 A COPPERWELD AT THE CENTERLINE INTERSECTION OF SETTLER'S RIDGE AND PLANTATION LANE. ELEVATION: 773.87' (NGVD 1929) TBM 7 A COPPERWELD AT THE RADIUS POINT OF PECOS COURT. ELEVATION: 770.76' (NGVD 1929) TBM 8 A COPPERWELD AT THE CENTERLINE INTERSECTION OF CHERRY TREE ROAD AND KLINGENSMITH BLVD. ELEVATION: 773.68' (NGVD 1929) N FIGURE 4 Prepared for. 919 North East Street BENCHMARK INFORMATION East Carmel, LLC Indianapolis, IN 46202 PROVIDED BY STOEPPELWERTH AND ASSOCIATES #� Tel: 317423-0690 INC. Fax: 317-423-0696 Project No. dare. WILLIAMS REEK The Legacy �cu�svcr�� NTS Hamilton County, Indiana 01.0552.A.1 Sept.10, 2012 LEGEND _ FEMA FLOODZONE AE PER FIRM PANEL #18057CO235F ( IN FEET ) INCH = 500 FT OWN BY: JCB CHKD. 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T.C.5 LBM 485 CN 83 BA5438 CN 83 468 CN 83 cr = a x PRCIECT NUMBER T.C.195 LC.11.1 to LG 15,9 y F W 01.05� LJU DRAWING NUMBER Ay � FIGl�WE S s>�r oP DIRECT CHERRI 0.5 AC CN-WO 9 T.C. 5 T.C.19.5 T.C.tt-t T.C.15.9 LEGEND W 704 - am wa DD - w ommm 10.3 AC - 0m,%m mucE CW - 0mumcm lEu m CN-WQ 94- SUM aum awe IMER FS - BOSH uw T.C. 5 - ME OF CMCDMWM VS - ve:wm salE de ®R Iml = fl!lllLd a@ ® BYP Flt104IDE /E PBI (� AYB fI8lH7L@.S (u rffs ) 1101.SAFL m o z m Q N Q 1 CO to Z O N CN r cc J m ^ zW Y �Q m LLIZ OVP¢in u9 > p too Lu in m Z UZ UW=9 O Zu uJ�a< 00zg�1 � o_a Imo 1�L U)Z 3�za LL1 Q Ln �o n Z rn DWN BY JCB CNm. EM JCR SCALE 1-2P DATE: 9W/2012 a o � H 3 Q Z Q Z t O U F J 0 W � Q 2 J � W 2 Q U PROJECTMAUER 01.0522 CRAW7NG ro. FIGURE 7 d m Coco o E\ a § + \§§/ �m< _ g z 0", / - / )&2, 2 § <!§§ 2Rw o=o] 2 _ }\)- j j Z /§)\ tea§ \z R 2 SCALE. 1-39 DATE ) }§ ! ] 03 � // §E >< 6\ §ac §� _cz #e 1% < \ � to e ■L §< 40® � k � /J2&Al FIGURE U wL z o$ n ~ to J (hQ zW<x a 0 LL > 1® ❑ W ,¢n W ❑ Z at 9 U=UN z Zc ���� ® 00 zz< v as -moo a Z3m?W< L— rn OWN BY: JCB CHKO. 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E ddqg i A+s mh*�a, dv v (mmm-y h p P:..wL rim e. envy 1A p�R Im a rM. 1. why Ywetn My t- am-bbft Y d.yaYd brlyt a.L¢A Ibv oafs. mwwY . w Abed O- .tbarf® nptr , �wWO' JI dery « w b (a$ ma EVERGREEN TREE PLANTING DETAIL N T m S179E Q Z 4 M (n Q Z. w m _ Z o"al> j W y �Z w¢fAi4 Cl U w M N Zu °-Q v 000 ¢OQZ.^- J Z:5 c a- 0- _J m oEL 03 cc wZ a LL ` Q tn tn n UU OWN BY: RE CYKD. ETY: TPB SG1E AS N117 DAi£ 4Ft2J2Dt2 R a tu' o e_ ca z ®. F tpg v ca Q �Q ft W � Q r z�E pca ❑Z In i98 Z J a6 .� w Q w co Q = � ❑ jw 09 Lin � Q U t°1 H � Q @. � w � U3 w PROJECTNA.IER 01.0565.A.1 DRAWING NAEER FIGURE 10 SFEEf OF TURF GRASS 4' WIDE WETLAND PLANTING ZONE P NG NE 4' A� �1' TOPSOIL TURF GRASS PLANTING ZONE 1% SLOPE 6" HYBRID LINER) 6" HYBRID LINER 12" HYBRID LINER Q 4° HYBRID LINER 24" WIDE BY 6° DEEP SECTION 8" HYBRID LINER OF PEA GRAVEL WRAPPED IN SECTION A -A' NOTE: HYBRID UNER SHALL CONTAIN 5-14% C350 FABRIC (TYP.) SCALE: N.T.S. ORGANIC MATERIAL, AND SHALL HAVE MAXIMUM INFILTRATION RATE OF 1x10--6 CM/SEC B Q TED SCALE BMP LEGEND Orvu^� PROPOSED CONTOUR EXISTING CONTOUR NORTH 0 25 50 ® m ® ® PEA GRAVEL TRENCH ( ) - - NORMAL POOL ELEVATION IN FEET1 INCH = 50 FT. �- - PROPOSED STORM SEWER �l�lT PROPOSED BMP g STORMWATER MANAGEMENT FACILITY AREA SIGN DWN BY: JCB CHKD. BY: JOR SCALE: 1"= 50' DATE: 9/07/2012 LEGEND NOTES: • ALL SLOPES 6:1 OR STEEPER TO BE PROTECTED AFTER PROPOSED CONTOUR SEEDING WITH EROSION CONTROL MATTING (NORTH AMERICA GREEN CS150 OR EQUIVALENT) SEE PRODUCT - -- EXISTING CONTOUR DETAILS AND SPECIFICATIONS FOR INSTALLATION NORTH INSTRUCTIONS. ® - ® - PEA GRAVEL TRENCH 0 25 50 • EROSION CONTROL MATTING (NORTH AMERICA GREEN CS150 OR EQUIVALENT) SHALL BE PLACED IN ALL — .... • • • — NORMAL POOL ELEVATION STORM WATER CONVEYANCES. ( IN FEET } ; PROPOSED STORM SEWER 1 INCH = 50 FT. • MULCH ALL SEEDED AREAS AND USE APPROPRIATE g STORMWATER MANAGEMENT FACILITY AREA SIGN METHODS TO ANCHOR THE MULCH IN PLACE. ® EROSION CONTROL MATTING (NORTH AMERICA GREEN CS150 OR EQUIVALENT) WITH PLUG MIX - SEE FIGURE 14 FOR DETAIL EROSION CONTROL MATTING (NORTH AMERICA GREEN CS150 OR EQUIVALENT) WITH LOW MAINTENANCE TURF GRASS - SEE FIGURE 14 FOR DETAIL r r r r r r LOW MAINTENANCE TURF GRASS - SEE FIGURE 14 FOR DETAIL rrrrr 7 \ rrrrrrr rrrrrrrrr rrrrrrrrrrr r rrrrrrr-rrrrr rrr rrrrrrrrrrrr rrrrr rrrrrrrrrrrr rrrrrrr rrrrrrrrrrrr rrrrrrrrr rrrrrrrrrrrr rrrrrrr'rrrr __- rrrrrrrrrrrr rrrrrirrrrrrr 753 rrrrrrrrrrrr rr.�rrrrrrirrrr 752 rrrrrrrrrrrr r rrrrrrrrrirrr rrrrrrrrrrrr r,rrrrrrrrrrrrrrrr 751 rrrrrrrrrrrr rrrrrrrrrrrrrrrrirr�i-rr'ii,.�rrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrr 750 rrrrr rrrrrrrrrrrr rrrrrrrrrrrrrrrrrrrrrrrrr rrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrirrrrrrrrr rrrrrrrrrrrr rrrrrrrrrrrrrrrrrrrrrrrrr �rrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrr rrrrrrrrrrrr rrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrr rrrrrrrrrrrrr rrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrr rrrrrrrrrrrrrr rrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrr rrrrrrrrrrrrrrrrrrrrrrrrr r rrrrrrrrrirrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrr 749 rrrrrrrrrrrrrrrrrrrrrrrirrrr rrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrr rrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrr rrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrr rrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrr rrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrr rrrrirrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrr rrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrr{rrrrrrrrrrrrrrrrrrrrrrrrrrrr rrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrirrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrr rrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrr rrrrrrrirrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrr rrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrr rrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrr rrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrr 54"747.4 748.4 U Z o c%) N d Z No -� o �W`rM W co LO zcn �z o h- 04 OHQtL U cn UA cn Z WWZccD Q mo J CM o Z cr)aCN Z QOZr J Z Q a iL J6'O c W Q §rn?n. W Z 'S Q L z cri I� Au J Q Lu Q z Z O � o m LLI _J uj 1�u cc Q V 1� PROJECT NUMBER 01.0552 NUMBER FIGURE SHEET OF DWN BY: JCB CHKD. BY: JOR_ SCALE: 1" = 50' _ DATE: 9l07l2� 12 TURF GRASS 4' WIDE WETLAND TURF GRASS PLANTING ZONE P NG 2 DNE PLANTING ZONE 4' TOPSOIL TOPSOIL 2' 1% SLOPE 6" HYBRID LINER 1 Q - 6" HYBRID LINER 12" HYBRID LINER 4" HYBRID LINER 24DEEP SECTION IN SECTION A -A 8" HYBRID LINER 0E PEA GRAVELWRAPPED, NOTE: HYBRID LINER SHALL CONTAIN 5-147 C350 FABRIC TYP. ) SCALE: N.T.S. ORGANIC MATERIAL, AND SHALL HAVE MAXIMUM INFILTRATION RATE OF 1x10--6 CM/SEC GETATED SWALE BMP I_: LEGEND 000 — PROPOSED CONTOUR EXISTING CONTOUR NORTH 0 25 50 PEA GRAVEL TRENCH IN FEET1 ( ) — NORMAL POOL ELEVATION INCH = 50 FT. PROPOSED STORM SEWER PROPOSED BMP s STORMWATER MANAGEMENT FACILITY AREA SIGN Q cfl U Z o CM CV o W- W rp cnwQ X Fw- coo 0 U- v UFO Q Y to LLI Z w�Zrn � W > Q LLI �W039 Z Um0CN U (n � (L Z �<0Z� OO f7 aj w CO Z �rn?a. Z- L 1- CD 3 tm MCC Lu � Q Z L Z O co Z O Lm � Q W w w U cc PROJECT NUMBER 01.0552 DWING NUMBER RA FIGURE1 SHEET OF DWN BY: JCB CHKD. BY: JOR SCALE: 1" = 50' DATE: 9107J2012 / / / / / / / / / i / / / / / / / / LEGEND EGEND • ALL SLOPES 6:1 OR STEEPER TO BE PROTECTED AFTER SEEDING WITH EROSION CONTROL MATTING (NORTH AMERICA GREEN CS150 OR EQUIVALENT) SEE PRODUCT -- - DETAILS AND SPECIFICATIONS FOR INSTALLATION INSTRUCTIONS. • EROSION CONTROL MATTING (NORTH AMERICA GREEN CS150 OR EQUIVALENT) SHALL BE PLACED IN ALL STORM WATER CONVEYANCES. • MULCH ALL SEEDED AREAS AND USE APPROPRIATE a METHODS TO ANCHOR THE MULCH IN PLACE. PROPOSED CONTOUR 0 EXISTING CONTOUR NORTH PEA GRAVEL TRENCH 0 25 50 NORMAL POOL ELEVATION ( IN IFFY } PROPOSED STORM SEWER 1 INCH = 50 FT. STORMWATER MANAGEMENT FACILITY AREA SIGN EROSION CONTROL MATTING (NORTH AMERICA GREEN CS150 OR EQUIVALENT) WITH PLUG MIX - SEE FIGURE 14 FOR DETAIL EROSION CONTROL MATTING (NORTH AMERICA GREEN CS150 OR EQUIVALENT) WITH LOW MAINTENANCE TURF GRASS - SEE FIGURE 14 FOR DETAIL LOW MAINTENANCE TURF GRASS - SEE FIGURE 14 FOR DETAIL I - / i / i / i / 1-1 / / 11 111 748 i///i/////ii// DWN BY: JCB CHKD. BY: JOR SCALE: 1" = 50' DATE: 9/07/2012 LOW MAINTENANCE TURF GRASS MIX TYPE OF SEED — GRASSES Ibs/ACRE LATIN NAME COMMON NAME Festuca ovina Sheep Fescue 54.1 Festuca commutate Longfellow II Chewings Fescue 53.7 Festuca longifolic Chariot Hard Fescue 28.4 Festuca rubro Heron Hard Fescue 28.2 Festuca rubra Dawson Creeping Red Fescue 26.2 Festuca rubra Navigator Creeping Red Fescue 26.1 GRASSES LSS PER ACRE 220 WETLAND PLANTING (PLUGS) LATIN NAME COMMON NAME SPACING Iris versicolar Slue Flog Iris is' O.c. Acores calamus Sweet Flag 18' O.C. Lobelia siphiriGca Rue Lobelia 18' O.C. Lobelia cardinalis Cardinal Flower 18' O.C. Eleocharic Spike Rush 18' O.C. STORMWATER MANAGEMENT FACILITY NOTES: 1. POST TO BE NUCOR 1.12 LB D—POST OR EQUIVALENT, PAINTED. (MINUMUM) 2. POST MINIMUM 6'-0` IN LENGTH. 3. POST TO BE DRIVEN A MINIMUM OF I THE LENGTH OF THE POST. 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STORMWATER MANAGEMENT SiGN DETAIL nor 70 SW8 LOAF MAINTENANCE TURF GRASSMB( TYPE aF SEM-= d I.OM NAME cobmml NAYS s aaa a.A. 51M F. S&I radra m.a.db. fs 5L7 rim mvYt fbd Fenn 25A raga ae. B.� tba Fen. 2b12 fmvm .9. _ Rd F 7S1 LOS MR ACK p *MX OB M OF K= VEM Rlt FR= CCRMFOW WH 49 FM RR RAT. R/NT pwm le m cmm MC) m Wfm POL m o z m 4 w - Zco O NV Z)"t ��jV.m... -i ulQ ZW Z O�¢LL zo wy�� W O Z U Wz Ed N z - � F a Q2v ® 00 �Z¢� aa. �¢ w?d w< in rl rl Z y ¢ ®e \OQOREg�9 �� - STATE CF DWN BY. EJK (Sf(D. BY: JO I l c. StilAS NOTED DATE: 9112d2D12 �l a a l" L lu W Z > Q Eo ;; cl z Z > W Q w M _� cn Q > to r U r. F- U. ® Q G w IL FROJECT"MEA 01.0565.A.1 DRAWING Mr.13ER FIGURE 16